THE  UNIVERSITY 


OF  ILLINOIS 
LIBRARY 


C \4rc\C) 


■ r- 


I 


- 


mining  ENGINeIrinS 


Digitized  by  the  Internet  Archive 
in  2017  with  funding  from 

University  of  Illinois  Urbana-Champaign  Alternates 


https://archive.org/details/cambriasteelhand00camb_1 


< ONE  MILE > 

BLAST  FURNACES  1-4  ROLL  SHOP  AXLE  SHOP  BLAST  FURNACES  5 AND  6 

FOUNDRY  MACHINE  SHOP  RAIL  AND  SHAPE  MILLS  BLOOMING.  BILLET  AND  BEAM  MILLS 

PAINT.  CAR  REPAIR  AND  PATTERN  SHOPS  COAL  STORAGE  BESSEMER  STEEL  WORKS  0.  H.  STEEL  WORKS 

COAL  BRIDGE 


CAMBRIA  STEEL  COMPANY'S  WORKS 

JOHNSTOWN.  PA. 

CAMBRIA  PLANT 


GAUTIER  PLANT 


FRANKLIN  PLANT 


GENERAL  OFFICES  AND  WORKS,  JOHNSTOWN,  PA. 


CAMBRIA  STEEL 

A HANDBOOK  OF  INFORMATION  RELATING  TO 

STRUCTURAL  STEEL 


MANUFACTURED  BY  THE 

Cambria  Steel  Co. 

CONTAINING  USEFUL  TABLES,  RULES,  DATA,  AND  FORMUL/E 
FOR  TyE  USE  OF 

Engineers,  architects, 

Builders  and  mechanics 


PREPARED  AND  COMPILED  BY 

George  E.  Thackray,  C.E. 

Speciau  Engineer,  Cambria  Steel  Co. 


General  Office  and  Works: 

Johnstown.  Pa. 


19  13 


Copyright,  1912,  by  Cambria  Steel  Company 


Price,  $1.25 


(L  \'^2- 


PREFACE  TO  TENTH  EDITION. 


The  tenth  edition  of  Cambria  Steel  comprises  most  of 
the  matter  of  the  previous  edition,  corrected  and  rewritten, 
where  necessary,  and  with  various  additions  made  thereto 


in  order  to  conform  to  modern  practice  and  present  condi- 
tions. 


The  lists  of  angles  are  now  rearranged  and  slight  revisions 
in  the  weights  and  areas  of  the  smaller  sizes  have  been  made 
in  conformity  with  the  standard  rules  recently  adopted  for 
this  purpose  by  the  Association  of  American  Steel  Manu- 
facturers. 


Z-bars,  T-bars  and  several  odd  sections  of  angles  have 
been  omitted,  due  to  their  greatly  restricted  use  and  the 
decreased  demand  for  these  sections  for  structural  purposes, 
resulting  from  the  approved  practice  of  more  satisfactory 
substitutions. 


Among  the  additions  are: — tables  and  data  relating  to 
reinforced  concrete  floor  slabs;  fireproofing;  new  tables  of 
bearing  plates  and  beam  separators;  weights  and  safe  loads 
for  chains;  weights  of  various  roof  coverings;  new  tables  of 
areas  and  circumferences  of  circles,  diameters  ^ to  100, 
varying  by  |,  which  are  particularly  useful  for  mechanical 
work. 

Two  new  ship  channel  sections — 8-in.-23.8  lbs.  arid 
10-in.-27.2  lbs.  have  been  added,  and  considerable  new 
tabular  matter  deemed  pertinent  to  present  structural 
practice,  has  been  introduced. 


IV 


CAMBKIA  STEEL. 


CONTENTS. 


PAGE 

General  Information VI-X 

Sections  of  I-Beams 2-8 

“ Channels 9-13 

“ Angles 14-16 

**  Bulb  Beams,  Bulb  Angle,  Top  Guard  Angle  and 

Crane  Rail 17 

Method  of  Increasing  Sectional  Areas 17 

Diagram  for  Minimum  Standard  Beams  and  Channels  ....  18,  19 

Proportions  of  Standard  Beams  and  Channels 20 

Car  Forgings 21 

Sizes  of  Squares,  Rounds  and  Ingots 22 

Sizes  of  Flats  and  Special  Steel  Billets 23 

Sizes  of  Billets,  Blooms  and  Slabs 24,  25 

Square  Billets  and  Sheet  and  Tin  Bars 26 

Sizes  of  Edged  Plates  and  Thin  Sheared  Sheets 27 

Sizes  of  Sheared  Plates 28,  29 

Weights  and  Dimensions  of  I-Beams 30,  31 

**  “ Channels 32,  33 

••  “ Angles 34-37 

“ “ Bulb  Beams,  Bulb  Angle  and 

Top  Guard  Angle 37 

“ Beam  Tables,  etc.,  Live  Loads 

for  Floors 38 

Standard  Construction  Details 39-51 

Materials  and  Construction  for  Fireproof  Floors . 52-61 

Notes  on  Lateral  Strength  of  Beams 62-67 

Approximate  Weights  of  Various  Roof  Coverings 68 

Reinforced  Concrete  Floor  Slabs 69-71 

Limiting  Spans  and  Maximum  Loads  of  Beams  and  Channels  7 2-7 5 

Coefficients  of  Deflection  of  Beams 76,  77 

Explanation  of  Tables  of  Safe  Loads 78-83 

Tables  of  Safe  Loads  for  I-Beams 84-94 

“ “ Channels 95-100 

**  Spacing  of  I-Beams 101-111 

“ Maximum  Bending  Moments  for  I-Beams  and  Chan- 
nels  112,113 

Safe  Loads  for  Angles 114-135 

General  Formulae  for  Flexure  and  Bending  Moments. .......  136-141 

Formulae  for  Moments  of  Inertia  of  Standard  Sections. .....  142,  143 

Properties  of  Various  Sections. 144-151 

Explanation  of  Tables  of  Properties  of  Rolled  Sections 152-156 

**  “ “ Compound  Sections.  . 167 

Tables  of  Properties  of  I-Beams 158-16L 

“ “ Channels 162-165 

**  “ Bulb  Beams 164,  165 

**  “ Angles 166-177 

Moments  of  Inertia  of  Rectangles 178,  179 

Properties  of  Standard  T-Rails 180 

Radii  of  Gyration  for  two  Angles  placed  Back  to  Back 181-183 


OAMBEIA  STEEL.  V 


PAGE 

Strength  of  Steel  Columns  or  Struts 184-187 

Example  of  the  Use  of  Tables  on  pages  181-183  and  184-187  188 

Explanations  of  Tables  Relating  to  Steel  Columns 188,  189 

Dimensions  of  Plate  and  Angle  Columns 190,  191 

Properties  “ “ “ 192-194 

Spacing  of  Channels  for  Equal  Moments  of  Inertia 195 

Dimensions  of  Latticed  Channel  Columns 196 

Properties  “ “ “ 197 

Dimensions  of  Plate  and  “ “ 198-201 

Properties  “ “ “ 202-208 

Typical  Details  of  Plate  Girders,  Column  Bases,  and  Steel 

Columns 209 

Safe  Loads  for  I-Beam  Columns 210-213 

Safe  Loads  for  Plate  and  Angle  Columns 214-233 

Safe  Loads  for  Latticed  Channel  Columns. 234-237 

Lattice  Bars  and  Stay  Plates  for  Latticed  Channel  Columns.  236,  237 

Safe  Loads  for  Channel  and  Plate  Columns 238-265 

Cast  Iron  Columns 266-268 

Explanations  of  Safe  Loads  for  Beam  Box  Girders  and  Plate 

Girders 269 

Safe  Loads  for  Beam  Box  Girders 270-279 

Safe  Loads  for  Plate  Girders 280-284 

Grillage  Beams 285 

Allowable  Unit  Stresses  and  Loads  in  Accordance  with 

Building  Laws  of  Various  Cities 286-289 

Tables  and  Information  Pertaining  to  Rivets  and  Pins 290-301 

Weights  and  Dimensions  of  Bolts  and  N uts 302-3 1 1 

Upset  Screw  Ends,  Eye  Bars  and  Turn  Buckles. . 312-318 

Right  and  Left  Nuts  and  Clevises 319,  320 

Dimensions  of  Rivet  Heads  after  Driving 320 

Weights,  Dimensions  and  Safe  Loads  of  Chains 321 

Bridge  Pins,  Nuts  and  Pilot  Nuts,  and  Lateral  Pins. ......  322,  323 

Counter  and  Lateral  Rods 323-325 

Nails,  Spikes  and  Wrought  Iron  Pipe 326-330 

Standard  Specifications 331-338 

Notes  and  Tables  on  Wooden  Beams  and  Columns 339-355 

Specific  Gravity  and  Weight  of  Various  Substances 356-359 

Standard  Gauges 360,  361 

Weights  of  Sheets  and  Plates  of  Various  Metals 362,  363 

Decimal  Parts  of  Foot  and  Inch 364-368 

Weights  and  Areas  of  Square  and  Round  Bars. 369-381 

Areas  of  Flat  Rolled  Steel  Bars . . 382-387 

Weights  of  Flat  Rolled  Strips  and  Bars 388-398 

Areas  and  Circumferences  of  Circles. 399-421 

Logarithms  of  Numbers . 422, 423 

Trigonometrical  Functions,  Natural 424-430 

Squares,  Cubes,  Reciprocals,  Square  and  Cube  Roots 431-447 

Mensuration.  . 448, 449 

Weights  and  Measures 450-453 

Metric  Conversion  Tables 454-459 


{For  complete  detail  of  Contents ^ see  Index.) 


VI  CAMBRIA  STEEIi. 


GENERAL  INFORMATION. 


Our  product  is  exclusively  steel,  made  by  the  Bessemer  or 
Open  Hearth  process,  as  required,  and  of  all  qualities  from  the 
softest  rivet  stock  to  high  carbon  special  spring  material. 

Our  Beams  and  Channels  are  made  to  conform  to  the  American 
Standards,  adopted  January,  1896,  in  which  the  flanges  have  a 
uniform  slope  of  one  to  six,  and  the  dimensions,  proportions  and 
weights  are  determined  by  a regular  schedule,  as  shown  on  the 
diagrams  on  pages  18  and  19.  The  standard  proportions  of  beams 
and  channels  are  further  shown  on  page  20. 

The  principal  structural  angles  now  made,  are  limited  in  num- 
ber to  conform  to  the  American  Standards,  as  revised  May  21st, 
1910,  and  include  eight  base,  or  a total  of  fifty-four  sizes  for  equal 
leg  angles,  and  nine  base,  or  a total  of  fifty-seven  sizes  of  unequal 
leg  angles,  all  varying  in  thickness  by  one-sixteenth  inch,  as  shown 
on  pages  14  and  15  and  tables  herein.  It  is  believed  that  these 
standard  angles  include  a sufficient  range  of  sizes  to  meet  all  usual 
structural  requirements,  but,  at  the  same  time,  we  will  continue 
the  manufacture  of  angles  of  special  sizes  and  proportions  for 
those  who  require  them,  as  shown  on  page  16. 

The  weights  of  angles,  now  given,  are  those  adopted  as  Ameri- 
can Standards  in  May,  1910. 

The  method  of  increasing  the  sectional  area  of  shapes  from  the 
minimum  or  base  sizes  to  intermediate  and  maximum  sizes,  is 
shown  approximately  on  page  17.  For  beams  and  channels  the 
increase  from  the  minimum  adds  equally  to  the  web  thickness  and 
flange  width,  the  weight  of  the  increase  being  equal  to  that  of  a 
plate  of  the  same  depth  as  the  section,  and  of  a thickness  equal 
to  the  increase  of  the  dimensions  stated. 


CAMBBIA  STEEL.  VII 

The  method  of  increasing  the  thickness  of  angles  from  the  mini- 
mum has  the  effect  of  adding  to  the  length  of  the  legs,  as  shown 
on  page  17,  so  that  for  intermediate  and  maximum  sizes,  the  legs 
will  be  somewhat  longer  than  the  minimum  or  nominal  dimen- 
sions, except  in  the  cases  for  which  we  have  finishing  grooves. 
The  plates  of  drawings  of  sections,  pages  2 to  17  inclusive,  show 
the  minimum  or  base  sizes  of  the  various  shapes.  Sections  shown 
on  the  plates  or  lists  for  which  more  than  one  weight  is  stated  can 
be  rolled  of  different  thicknesses  to  produce  the  stated  weights. 
Others  for  which  only  one  weight  is  given  cannot  be  varied.  Each 
section  shown  herein  is  numbered,  both  in  the  plates  and  tables, 
for  convenience  in  reference  and  ordering. 

I-Beams  and  Channels  should  be  ordered  of  weights  shown  in 
the  tables. 

Orders  for  angles  and  plates  should  specify  either  the  thickness 
or  the  weight,  but  not  both. 

All  weights  are  stated  in  pounds  per  lineal  foot  of  section,  except 
in  the  table  of  rails  on  page  180,  in  which  the  weights  are  given  in 
pounds  per  yard,  as  is  customary.  Weights  of  rolled  sections  are 
calculated  on  the  basis  of  489.6  pounds  per  cubic  foot  of  steel,  and 
3.4  times  the  sectional  area  in  square  inches  equals  the  weight  in 
pounds  per  lineal  foot.  In  calculating  the  weights,  areas,  and 
properties  of  I-Beams,  Channels,  and  Angles  for  the  lists  and 
tables  herewith,  the  fillets  and  smaller  rounded  corners  were  not 
considered. 

Structural  material,  unless  otherwise  ordered,  will  be  cut  to 
length  with  variation  not  to  exceed  | inch  more  or  less  than  that 
specified.  For  cutting  to  exact  lengths,  or  with  less  variation 
than  I inch,  an  extra  price  will  be  charged. 

All  sections  shown  herein  are  steel. 


VIII  CAMBBIA  STEEL. 

OFFICES  FOR  SALE  OF 
CAMBRIA  STEEL  COMPANY 
PRODUCTS  . 

GENERAL  OFFICE: 

JOHNSTOWN,  PA. 

Philadelphia Morris  Building,  1411  to  1423  Chestnut 

Street. 

New  York City  Investing  Building,  165  Broadway. 

Chicago McCormick  Building,  Corner  of  Michigan 

Avenue  and  Van  Buren  Street. 

Cincinnati Union  Trust  Building,  Corner  of  Fourth  and 

Walnut  Streets. 

St.  Louis Chemical  Building,  Corner  of  Eighth  and 

Olive  Streets. 

Cleveland Citizens  Building,  190  Euclid  Avenue. 

Detroit Ford  Building,  Corner  of  Congress  and 

Griswold  Streets.  - 

Boston Paddock  Building,  101  Tremont  Street. 

Pittsburgh.  ......  .Oliver  Building,  SmithfieLd  Street. 

Atlanta Atlanta  National  Bank  Building,  Corner  of 

Whitehall  and  Alabama  Streets. 

Tacoma Fidelity  Building,  Corner  of  Eleventh  and 

C Streets. 

San  Francisco Balboa  Building,  Second  and  Market  Streets. 

Los  Angeles 1.  W.  Heilman  Building,  Corner  of  Fourth 

and  Main  Streets. 

Montreal,  Canada  . A.  Gordon  Macpherson,  12 1 Constine  Bldg., 
Canadian  Railroad  Materials. 

WORKS  AT 
JOHNSTOWN,  PA. 


CAMBBIA  STEEL,  IX 


STRUCTURAL  STEEL  WORK. 

Finished  Steel  Work  for  Buildings,  including  Beams, 
Girders,  Columns,  Roof  Trusses  etc.  fitted  complete  and 
ready  for  erection. 

STEEL  CARS. 

Gondola,  Hopper-Gondola,  Hopper,  Flat,  Tank,  etc., 
Underframes  and  Trucks. 

STEEL  RAILS. 

Steel  T-Rails,  12  lbs.  to  150  lbs.  per  yard. 

Angle,  Plain,  Reinforced  Angle  and  100%  Splice  Bars. 
Standard  and  Special  Track  Bolts  and  Nuts. 

For  detailed  information,  see  Rail  and  Splice  Catalogue 

STEEL  AXLES. 

Passenger  Car,  Freight  Car,  Tender  Truck,  Engine 
Truck,  Driving,  Electric  Car,  Street  Car,  Mine  Car,  etc. 

CRANK  PINS,  PISTON  RODS. 

Crank  Pins  and  Piston  Rods  made  to  any  requirement. 

MACHINE  BOLTS,  NUTS,  RIVETS,  AND  PIPE  OR 
TANK  BANDS  WITH  ROLLED  THREADS. 


FORGINGS. 

Axles,  Crank  Pins,  Piston  Rods  and  Forgings  will  in 
general  be  furnished  of  carbon  steel  and  are  annealed,  or 
treated  by  our  Coffin  toughening  process  (patented)  as 
specified. 

Particular  attention  is  called  to  our  Coffin  Process  of 
treatment  for  toughening  Axles,  Crank  Pins,  Piston  Rods 
and  other  forgings. 

Crank  Pins  and  Piston  Rods  are  also  furnished  oil- 
tempered  and  annealed;  other  small  Forgings  will  be, 
if  desired 

See  special  catalogues  for  description  and  specifications 
of  our  various  classes  of  steel  forgings,  and  for  small  car 
forgings  see  list  on  page  21  herein. 


X CAMBKIA  STEEL. 


MERCHANT  BAR  STEEL, 

Including  Tire,  Toe  Calk,  Machinery,  Automobile  Spring, 
Carriage  Spring,  Baby  Carriage  Spring,  Railroad  Spring, 
Hoe,  Rake,  Fork,  Forging,  Bolt,  Rivet,  etc. 

Special  Sections. 


AGRICULTURAL  STEEL  AND  SHAPES, 

Finger  Bars,  Knife  Backs,  Rake  Teeth,  Bundle  Carrier 
Teeth,  Tedder  Forks  and  Springs,  Spring  Harrow  Teeth, 
Harrow  (Drag)  Teeth,  Seat  Springs,  etc. 

PLOW  STEEL, 

Bars  and  Slabs  (Pen  and  Pemot),  Flat  Plow  Shapes, 
Digger  Blades,  Hammered  Lay,  Rolled  Lay,  etc. 

COLD  ROLLED  AND  COLD  DRAWN  STEEL, 

Rounds,  Squares,  Hexagons,  Flats,  Shafting  and  Special 
Shapes. 

STEEL  DISCS  WITH  ROLLED  BEVEL, 

10"  to  20"  diameter  dished  for  Harrows,  Drills,  Culti- 
vators, etc. 

23"  to  281"  diameter  dished  for  Plows. 

8"  to  24"  diameter  flat  for  Rolling  Coulters. 


PRESSED  STEEL  SEATS  FOR  AGRICULTURAL 
IMPLEMENTS. 


WIRE  RODS,  WIRE  AND  WIRE  PRODUCTS. 

Wire  Rods.  Bolt,  Screw  and  Rivet  Wire. 

Bright  and  Annealed  Wire. 

Coppered  or  Liquored  Finish,  Market  and  Stone  Wire. 
Galvanized  Market  and  Stone  Wire. 

Barbed  Wire,  Galvanized  or  Painted. 

Wire  Nails,  Bright,  Galvanized  or  Cement  Coated. 
Hexagonal  Mesh  Poultry  Netting. 

Bale  Ties — Cross  Head  or  Single  Loop. 

For  products  not  listed  herein,  see  special  catalogues. 


SECTIONS 

OF 

Structural  Steel  Shapes 

MANUFACTURED  BY 

CAMBRIA  STEEL  COMPANY 


2 CAMBRIA  STEEL. 


STANDARD  BEAMS. 

B.  5 


B.  13 

WT.  9.75,  12.25  AND  14.75  LBS. 


4 CAMBRIA  STEEL. 


BEAMS. 


SPECJIAL  12"bEAM:. 


CAMBKIA  STEEL.  5 


SPECIAL  BEAMS. 


6 


CAMBRIA  STEEL. 


STANDARD  BEAMS. 


CAMBRIA  STEEL.  7 


BEAMSo 


SPECIAL  20"bEAM 


8 CAMBKIA  STEEL. 


STANDARD  BEAMS. 


CAMBRIA  STEEL.  9 


STANDARD  CHANNELS. 

0.5 

WT.  4.  5 AND  6 LBS. 


10 


CAMBRIA  STEEL. 


.33" 


STANDARD  CHANNELS, 

C.  29 

WT.  13.25.  15.  20  AND  25  LBS. 
.23" 


-1.34" 


24" 


K 


0.  41 

WT.  20.5.  25.  30.  35  AND  40  LBS. 


E- gL ^ 


0.  33 

WT.  15.  20.  25.  30  AND  35  LBS. 


> 


}<->i 

■yvie"  - -I- 

A 

r 

\ I 

SPECIAL  CHANNEL 

/ 

\ 1 

C.  95 

V 

/ 

I 

WT.  32.  35,  37,  40.  45,  50  AND  55  LBS. 

O 

O 

/ 

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/ 

V-’.-so"  ! 

Vy 

.375" 

1 1 

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-13'^-- 





CAMBKIA  STEEL. 


11 


CHANNELS 


SPECIAL  IS^'CHANNEL 


STANDARD  15"CHANNEL 


12 


CAMBKIA  STEEL. 


SHIP  CHANNELS. 


r->1.34" 


lO 


0.  86 

WT.  16.2  LBS. 


a-as" 

.35'' 

..f/ 

• 41> 

A 

1 

k- 

1 

30'^— -T" 

I 

lO 

I 
I 

-t- 


H.46" 


CD 

lO 

? 

I 

I 

I 

±. 


0.  88 

WT,  19  AND  21.6  LBS. 


.30'/^ 


-6-- 


Cp 

I 

I 


!^.48" 


CAMBRIA  STEEL. 


13 


SHIP  CHANNELS. 


-^>1.48" 


-I 

0 
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cd 

1 
I 


0. 101 

WT.  2L5LBS. 


•30 


.53y 


-t. 


KH.41" 


OAMBKIA  STEEL. 


METHOD  OF  INCREASING  SECTIONAL  AREA. 


20  CAMBRIA  STEEIi. 


STANDARD  BEAMS  AND  CHANNELS. 


The  following  data  are  common  to  all  Standard  I-Beams  and 
Channels,  with  the  exceptions  stated: 

Minimum  Web. 

C = Minimum  Web  + inch. 

S = Minimum  Thickness  of  Web  = t Minimum  for  all  Channels 
and  Beams,  except  20"  I and  24"  I. 

For  20"  Standard  I,  s = .55",  t Minimum  = .50". 

For  24"  Standard  I,  s = .60",  t Minimum  = .50". 

The  Slope  of  Flange  of  all  Standard  Beams  and  Channels  is  16|  % 
= 90  _ 27'  - 44"  = 2"  per  foot. 


CAMBRIA  STEEL.  21 


FORGINGS  FOR  CAR  WORK  AND  OTHER 
SMALL  FORGINGS. 


Air  Cylinder  Push  Rod. 

Air  Reservoir  Release  Rod. 

Arch  Bars. 

Bottom  Follower  Guide. 

Bottom  Side  Bearing. 

Bracket  for  Brake  Shaft. 

Brake  Beam  Hanger. 

Brake  Beam  Hanger  Carrier. 
Brake  Connection  Rod  Carrier. 
Brake  Levers. 

Brake  Mast. 

Brake  Mast  Yoke 
Brake  Pins. 

Brake  Rods  with  Clevises. 

Brake  Step  Bracket. 

Chain  Hook. 

Chain  Link. 

Column  Bolt  Nut  Lock. 

Corner  Bands. 

Coupler  Yokes. 

Coupling  Links. 

Coupling  Pins. 

Cylinder  Levers  Connecting  Rod. 
Cylinder  Lever  Fulcrum. 

Door  Chain  U-Bolt. 

Door  Hinge. 

Door  Hinge  Pins. 

Door  Operating  Lever. 

Door  Safety  Chain  Eye-Bolt. 
Door  Safety  Chain,  Hook  and 
Links. 

Door  Safety  Chain  Support. 
Door  Shaft  Pawl. 

Door  Tumbling  Link. 

Draft  Cylinder  Support. 

Draw  Bar  Carrier. 

Draw  Bar  Liner. 

Draw  Bar  Yoke. 

Door  Clevises. 

Door  Tumbling  Lever. 

End  Sill  Pipe  Clamp. 

Eye- Bolts. 

Floating  Lever. 

Floating  Lever  Carrier. 

Floating  Lever  Connecting  Rod. 


Floating  Lever  Fulcrum. 

Grab  Irons. 

Hand  Brake  Lever  Carrier. 

Hand  Brake  Lever  Fulcrum. 
Hand  Brake  Lever  Guide. 

Hand  Brake  Rod. 

Hand  Brake  Rod  Guide. 

Hand  Brake  Rod  Stop. 

Hand  Brake  Rod  with  Threaded 
Connection  for  Malleable  Stop. 
Hook  Bolts. 

Inside  Body  Step. 

King  Bolt. 

King  Pin  Support. 

Lever  Guides. 

Live  Truck  Lever  Guide. 

Main  Follower  Sprocket  Wheel 
Shaft. 

Operating  Shaft. 

Operating  Shaft  Cam. 

Operating  Shaft  Cam  Stops. 
Operating  Ratchet  Pawl. 
Operating  Ratchet  Pawl  Guard. 
Pipe  Clamp. 

Pipe  Clamp  and  Support. 
Pushrod  Carrier. 

Ratchet  Wrench  Dog. 

Roping  Staple. 

Sheave  and  Link  Pin. 

Side  Stake  Pockets. 

Sill  Step. 

Suspension  Spring. 

Suspension  Spring  Hanger. 

Tie  Bars  with  Upset  Ends  or 
Plain. 

Top  Body  Tie  Angle. 

Top  Side  Bearing. 

Truck  Bolster  Tie  Bar. 

Truck  Door  Stop,  Chain  Clamp 
Hooks. 

Truck  Levers. 

Truck  Side  Bearing. 

U-Bolt  Clamp  for  Angle  Valve. 
Uncoupling  Lever. 


A large  variety  of  small  forgings  not  listed  above  can  be  furnished 
to  order. 


22  CAMBKIA  STEEL. 


TABLES  OF  SQUARES  AND  ROUNDS. 

STEEL  SQUARES. 

All  sizes  from  to  2i"  increasing  by 
All  sizes  from  2§"  to  3|"  increasing  by  3^" 

All  sizes  from  3J"  to  5J"  increasing  by  J" 

STEEL  HAND  ROUNDS. 

All  sizes  from  f"  to  3^"  increasing  by  3^" 
All  sizes  from  3J"  to  7j"  increasing  by 
All  sizes  from  to  8"  increasing  by  i" 

STEEL  GUIDE  ROUNDS. 

All  sizes  from  to  1"  increasing  by 
All  sizes  from  1"  to  IJ"  increasing  by 
All  sizes  from  1§"  to  1|"  increasing  by  3^" 

All  sizes  from  IJ"  to  2"  increasing  by 


STEEL  INGOTS. 


DIMENSIONS  OF  MOLD. 

Ingot 

Weight. 

GRADE. 

Top. 

Butt. 

Height. 

Inches. 

Inches. 

Inches. 

Pounds. 

20^  X 16J 

23i  X 20 

74 

7100 

Open  H.  or  B. 

24|  X m 

28J  X 22  J 

74 

9950 

u u u 

29  x22i 

30  x25i 

74 

11100 

open  Hearth 

m X 22J 

36  x25i 

74 

14100 

u u 

38^x221 

40  x25f 

74 

15200 

u u 

5Ux23 

53  x26 

74 

20350 

U (( 

54i  X 23 

56  X 26 

74 

24300 

u a 

28  x28 

30  x30 

74 

15100 

U (( 

28 J X 28f 

30i  X 301 

96 

19500 

u u 

34  x28 

38  x32 

96 

23700 

a u 

46  x28 

50  x32 

96 

1 

30000 

u u 

Sizes  of  hot  or  cold  ingots  will  vary  slightly  from  the  above 
dimensions. 


CAMBRIA  STEEL.  23 


REGULAR  FLATS. 


WIDTH. 

THICKNESS. 

WIDTH. 

THICKNESS. 

Inches. 

Inches. 

Inches. 

Inches. 

1 

4 

3 

16 

to 

1 

4 

1 

16 

to  2i 

8 

8 

“ 

8 

21 

1^ 

/C4 

1 

2 

1 

16 

u 

1 

2 

3 

_1_ 

16 

u 

2f 

5 

8 

1 

1 6 

a 

5 

8 

1 

16 

(( 

21- 

3 

4 

1 

16 

u 

3 

4 

A 

u 

2| 

7 

1 

u 

7 

1 

u 

2i 

8 

1 

1 6 

1 

16 

a 

l" 

4 

1 6 

1 

16 

u 

2i 

li 

1 

16 

u 

u 

4i 

1 

16 

u 

2i 

If 

1 

16 

(( 

u 

1 

16 

a 

2| 

If 

U 

1 

16 

(( 

^8 

6 

1 

16 

(( 

2i 

T6 

n- 

5^ 

2| 

If 

1 

16 

u 

6 

1 

16 

u 

2f 

If 

Te 

li 

16 

2f 

If 

1 

16 

u 

1 

16 

(C 

2f 

2 

JL 

16 

u 

2 

7 

1 

16 

(( 

2| 

2i 

1 

16 

2i 

71 

‘ 2 

1 

16 

u 

2i 

Variation  for  intermediate  widths  less  than  1"  = 

Variation  for  intermediate  widths  over  1"  = or  less  by 


special  arrangement. 

THIN  FLATS  OR 

LIGHT  BANDS. 

WIDTH. 

THICKNESS. 

i"  to  6"  increasing  by  iV" 

.065"  to  .135" 

STEEL  BILLETS. 


MininniTn, 

Maximum. 

Increasing  by 

Round  Corner  Billets. . . 

3V  „ 3ff 
4^4 

6"  X 6" 

r and  V 

24  CAMBRIA  STEEL. 


MAXIMUM  LENGTHS  OF 


WIDTH  IN  INCHES. 


Thickness 
in  Inches. 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

LENGTH 

IN  FEET. 

2 

1 

10  10 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

2i 

lo'so 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

4 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

^2 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

5 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

5i 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

6 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

7 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

28 

8 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

28 

27 

26 

25 

9 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

25 

24 

23 

22 

10 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

23 

21 

20 

20 

11 

30 

30 

30 

30 

30 

30 

30 

29 

28 

20 

19 

19 

18 

12 

30 

30 

30 

30 

30 

28 

27 

25 

19 

18 

17 

16 

13 

30 

30 

30 

28 

26 

25 

23 

17 

16 

16 

15 

14 

30 

28 

26 

24 

23 

22 

16 

15 

14 

14 

15 

26 

24 

23 

21 

20 

15 

14 

13 

13 

16 

22 

21 

20 

19 

14 

13 

13 

12 

17 

20 

19 

18 

15 

13 

12 

12 

18 

18 

17 

12 

12 

11 

11 

19 

16 

12 

12 

11 

11 

20 

11 

10 

10 

10 

Minimum  Length  for  sizes  included  by  heavy  lines  = 1|  feet. 
Minimum  Length  other  sizes  = 3 feet. 


Under  certain  conditions  other  sizes  than  those  listed 


CAMBKIA  STEEL. 


25 


BILLETS,  BLOOMS  AND  SLABS. 


WIDTH  IN  INCHES. 

Thickness 

in  Inches. 

24  25 

26 

27 

28 

29  30 

31 

32 

33 

34 

35 

36 

37 

45 

46  47 

48  49 

1 

50 

51 

52 

LENGTH  IN  FEET. 

30 

30 

30 

30 

30 

2 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3 

30 

30 

30 

30 

30 

30 

30 

30 

29 

29 

30 

29 

28 

27 

30 

30 

29 

28 

27 

27 

30 

30 

30 

30 

30 

30 

30 

28 

27 

27 

26 

25 

30 

25 

24 

24 

30 

30 

25 

25 

24 

24 

28 

27 

4 

30 

30 

30 

30 

30 

25 

24 

24 

23 

22 

30 

22 

22 

21 

30 

30 

22 

22 

21 

21 

25 

24 

4i 

30 

30 

30 

30 

30 

23 

22 

21 

20 

20 

30 

20 

19 

19 

30 

30 

20 

19 

19 

19 

22 

22 

5 

30 

30 

30 

30 

29 

21 

20 

19 

19 

18 

30 

18 

18 

17 

28 

28 

18 

18 

17 

17 

20 

20 

30 

30 

29 

28 

27 

19 

18 

18 

17 

16 

27 

17 

16 

16 

26 

25 

16 

16 

16 

16 

18 

18 

6 

27 

26 

25 

24 

23 

16 

15 

15 

14 

14 

23 

14 

14 

13 

22 

21 

14 

14 

13 

13 

16 

15 

7 

24 

23 

22 

21 

20 

14 

13 

13 

13 

12 

20 

12 

12 

12 

19 

19 

12 

12 

12 

12 

14 

13 

8 

21 

20 

19 

19 

18 

12 

12 

11 

11 

11 

18 

11 

11 

18 

17 

17 

11 

11 

10 

10 

12 

12 

9 

19 

18 

17 

17 

16 

11 

11 

10 

10 

10 

16 

10 

9 

9 

15 

15 

10 

10 

9 

9 

11 

11 

10 

17 

16 

16 

15 

15 

10 

10 

9 

9 

9 

14 

9 

9 

8 

14 

14 

9 

9 

8 

8 

10 

10 

11 

15 

15 

14 

14 

13 

9 

9 

9 

8 

8 

13 

8 

8 

8 

13 

12 

8 

8 

8 

8 

9 

9 

12 

14 

13 

13 

13 

12 

8 

8 

8 

8 

7 

12 

7 

7 

7 

12 

11 

7 

7 

7 

7 

8 

8 

13 

13 

13 

12 

12 

11 

8 

8 

7 

7 

7 

11 

7 

7 

6 

11 

11 

7 

7 

6 

6 

8 

7 

14 

12 

12 

11 

11 

11 

7 

7 

7 

7 

6 

11 

6 

6 

6 

10 

10 

6 

6 

6 

6 

7 

7 

15 

12 

11 

11 

10 

10 

16 

11 

11 

10 

9 

9 

17 

10 

10 

9 

9 

9 

18 

10 

10 

9 

8 

8 

19 

9 

9 

8 

8 

8 

20 

Minimum  Length  = 3 feet. 


herein  might  be  furnished  by  special  arrangement. 


26  CAMBRIA  STEEIi. 


SQUARE  BILLETS. 

WITH  ROUND  CORNERS. 


Size. 

Maiinmm  Length. 

Minimum  Length. 

Inches. 

Feet. 

Feet. 

Ifxlf 

30 

24 

2 x2 

30 

24 

2ix2i 

30 

24 

2^x21 

30 

24 

3 x3 

30 

3ix3§ 

16 

n 

4 X 4 

16 

li 

4U4J 

16 

H 

5 X 5 

16 

M 

5i  X 

16 

li 

6x6 

16 

n 

SHEET  AND  TIN  BARS. 


Weight  per 

Maiimum 

Minimum 

Width. 

Foot  Length. 

Length. 

Length. 

Inches. 

Pounds. 

Feet. 

Feet. 

8 

7i 

30 

25 

8 

8 

30 

25 

8 

9 

30 

25 

8 

10 

30 

25 

8 

11 

30 

20i 

8 

12 

30 

20J 

8 

13 

30 

20i 

8 

14 

30 

16i 

8 

15 

30 

m 

8 

16 

30 

m 

8 

17 

30 

m 

8 

18 

30 

13 

8 

19 

30 

13 

8 

20 

30 

13 

8 

21 

30 

13 

8 

22 

30 

13 

8 

23 

30 

13 

8 

24 

30 

9§ 

8 

25 

30 

n 

8 

25-40 

16 

n 

CAMBRIA  STEEL.  27 


EDGED  PLATES. 


Width 

in 

THICKNESS  IN  INCHES. 

A 

i 

A 

I 

A 

i 

A 

f 

3 

4 

i 

1 

H 

li 

n 

2 

Inches. 

LENGTH  IN  FEET. 

8-27 

75 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

68 

56 

48 

42 

28 

85 

85 

85 

85 

85 

85 

85 

85 

85 

84 

67 

56 

48 

42 

29 

85 

85 

85 

85 

85 

85 

85 

85 

85 

81 

64 

54 

46 

40 

30 

85 

85 

85 

85 

85 

85 

85 

85 

85 

78 

62 

52 

44 

39 

31 

85 

85 

85 

85 

85 

85 

85 

85 

85 

75 

60 

50 

43 

37 

32 

85 

85 

85 

85 

85 

85 

85 

85 

84 

73 

58 

49 

42 

36 

33 

85 

85 

85 

85 

85 

85 

85 

85 

81 

71 

57 

47 

40 

35 

34 

85 

85 

85 

85 

85 

85 

85 

85 

79 

69 

55 

46 

39 

34 

35 

85 

85 

85 

85 

85 

85 

85 

85 

76 

67 

53 

44 

38 

33 

36 

85 

85 

85 

85 

85 

85 

85 

85 

74 

65 

52 

43 

37 

32 

THIN  SHEARED  SHEETS. 


Width 

in 

Inches. 

THICKNESS  IN  INCHES. 

.065 

.070 

.075 

.080 

.085 

.090 

.095 

.100 

.110 

.125 

.135 

.150 

.165 

LENGTH  IN  FEET. 

8-13 

20 

20 

20 

24 

24 

26 

26 

26 

26 

26 

26 

26 

26 

14-16 

20 

20 

20 

20 

20 

24 

26 

26 

26 

26 

26 

26 

26 

17-19 

18 

18 

18 

20 

20 

24 

26 

26 

26 

26 

26 

26 

26 

20-23 

16 

16 

16 

18 

18 

22 

24 

24 

26 

26 

26 

26 

26 

24-26 

14 

14 

14 

16 

16 

20 

22 

22 

24 

24 

26 

26 

26 

27-28 

14 

14 

14 

16 

16 

18 

20 

20 

24 

24 

24 

26 

26 

29-30 

12 

12 

12 

14 

16 

18 

18 

18 

20 

20 

24 

26 

26 

31-34 

10 

10 

10 

14 

16 

18 

18 

18 

20 

20 

22 

24 

24 

28 

CAMBKIA  STEEL. 

SHEARED  PLATES. 

THICKNESS  IN  INCHES. 

Width 

in 

A 

i 

A 

i 

A 

A 

f 

Inches. 

MAXIMUM  LENGTH  IN  INCHES. 

24-  29 

400 

525 

575 

600 

600 

600 

600 

600 

575 

30-  35 

375 

525 

550 

600 

600 

625 

625 

600 

575 

35-  41 

375 

475 

525 

550 

550 

575 

575 

575 

575 

42-  47 

400 

525 

550 

575 

600 

600 

600 

575 

575 

48-  53 

400 

525 

575 

600 

600 

600 

600 

600 

575 

54-  59 

400 

525 

550 

600 

600 

625 

625 

600 

575 

60-  65 

375 

525 

550 

600 

600 

625 

625 

600 

575 

66-  71 

350 

475 

500 

575 

575 

600 

600 

600 

575 

72-  77 

325 

425 

450 

525 

550 

575 

575 

575 

575 

78-  83 

400 

425 

475 

500 

525 

525 

525 

525 

84-  89 

375 

400 

425 

450 

475 

475 

475 

475 

90-  95 

325 

350 

375 

400 

425 

425 

425 

425 

96-101 

300 

325 

350 

375 

400 

400 

400 

400 

102-107 

275 

300 

325 

350 

375 

375 

375 

375 

108-113 

250 

275 

300 

325 

350 

350 

350 

350 

114-119 

175 

200 

225 

250 

275 

275 

275 

275 

120-125 

175 

200 

225 

250 

250 

250 

250 

126 

175 

175 

Diam.  of 
Heads. 

72 

115 

117 

124 

124 

127 

127 

127 

127 

Minimum  Diameter  of  Heads 

= 30  inches. 

CAMBRIA  STEEL. 

29 

SHEARED 

PLATES 

• 

THICKNESS  IN  INCHES. 

Width 

i 

13. 

16 

i 

a 

1 

li 

li 

li 

li 

2 

in 

Inches. 

MAXIMUM  LENGTH  IN 

INCHES. 

575 

660 

550 

525 

525 

500 

450 

425 

375 

350 

24r-  29 

575 

660 

500 

475 

475 

450 

450 

400 

375 

350 

30-  35 

660 

525 

500 

475 

475 

450 

425 

400 

375 

350 

36-  41 

575 

525 

500 

500 

500 

475 

425 

400 

375 

350 

42-  47 

575 

550 

550 

525 

626 

500 

450 

400 

375 

350 

48-  53 

575 

550 

550 

525 

525 

500 

450 

400 

375 

350 

54-  59 

575 

550 

550 

525 

525 

475 

425 

400 

350 

325 

60-  65 

575 

550 

550 

525 

525 

475 

425 

375 

350 

325 

66-  71 

575 

550 

525 

500 

500 

475 

425 

375 

350 

300 

72-  77 

525 

500 

475 

450 

450 

425 

375 

325 

300 

275 

78-  83 

475 

450 

450 

425 

425 

375 

350 

300 

275 

250 

84-  89 

425 

400 

400 

375 

375 

350 

325 

280 

260 

250 

90-  95 

400 

375 

375 

350 

325 

300 

275 

260 

250 

225 

96-101 

375 

350 

350 

325 

300 

275 

250 

240 

220 

220 

10^-107 

350 

325 

325 

300 

275 

250 

250 

225 

200 

175 

108-113 

300 

275 

275 

250 

250 

225 

200 

175 

160 

150 

114-119 

275 

250 

250 

225 

225 

200 

200 

175 

160 

150 

120-125 

200 

200 

200 

175 

175 

160 

160 

150 

144 

144 

126 

127 

127 

127 

127 

127 

127 

127 

127 

127 

127 

Diam.  of 

Heads. 

Minimum  Diameter  of  Heads  = 

30  inches. 

30  CAMBKIA  STEEL. 


WEIGHTS  AND  DIMENSIONS  OF 
STANDARD  I-BEAMS. 


Section 

Number. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Page 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  In. 

Inch. 

Inches. 

B5 

3 

5.5 

1.63 

.17 

2.33 

2 

a 

u 

6.5 

1.91 

.26 

2.42 

u 

u 

u 

7.5 

2.21 

.36 

2.52 

u 

B9 

4 

7.5 

2.21 

.19 

2.66 

2 

a 

a 

8.5 

2.50 

.26 

2.73 

u 

u 

u 

9.5 

2.79 

.34 

2.81 

u 

u 

a 

10.5 

3.09 

.41 

2.88 

u 

B 13 

5 

9.75 

2.87 

.21 

3.00 

2 

u 

a 

12.25 

3.60 

.36 

3.15 

u 

u 

u 

14.75 

4.34 

.50 

3.29 

u 

B 17 

6 

12.25 

3.61 

.23 

3.33 

2 

u 

u 

14.75 

4.34 

.35 

3.45 

u 

u 

u 

17.25 

5.07 

.47 

3.57 

u 

B21 

7 

15.0 

4.42 

.25 

3.66 

2 

u 

a 

17.5 

5.15 

.35 

3.76 

u 

a 

u 

20.0 

5.88 

.46 

3.87 

u 

B25 

8 

18.0 

5.33 

.27 

4.00 

3 

u 

u 

20.25 

5.96 

.35 

4.08 

u 

u 

u 

22.75 

6.69 

.44 

4.17 

u 

u 

u 

25.25 

7.43 

.53 

4.26 

u 

B29 

9 

21.0 

6.31 

.29 

4.33 

3 

U 

u 

25.0 

7.35 

.41 

4.45 

u 

u 

u 

30.0 

8.82 

.57 

4.61 

u 

u 

u 

35.0 

10.29 

.73 

4.77 

u 

B 33 

10 

25.0 

7.37 

.31 

4.66 

3 

u 

u 

30.0 

8.82 

.45 

4.80 

u 

u 

u 

35.0 

10.29 

.60 

4.95 

u 

u 

(C 

40.0 

11.76 

.75 

5.10 

u 

B41 

12 

31.5 

9.26 

.35 

5.00 

3 

u 

u 

35.0 

10.29 

.44 

5.09 

u 

u 

u 

40.0 

11.76 

.56 

5.21 

a 

B53 

15 

42.0 

12.48 

.41 

5.50 

4 

u 

i( 

45.0 

13.24 

.46 

5.55 

u 

(( 

u 

50.0 

14.71 

.56 

5.65 

u 

u 

u 

55.0 

16.18 

.66 

5.75 

u 

u 

(C 

60.0 

17.65 

.75 

5.84 

u 

CAMBRIA  STEEL. 

81 

WEIGHTS  AND  DIMENSIONS  OF 

STANDARD  I-BEAMS. 

Depth 

Weight 

Area 

Thickness 

Width 

Section 

of 

per 

of 

of 

of 

Page 

Number. 

Beam. 

B^oot. 

Section. 

Web. 

Flange. 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  In. 

Inch. 

Inches. 

B 65 

18 

55.0 

15.93 

.46 

6.00 

6 

u 

u 

60.0 

17.65 

.56 

6.10 

u 

it 

u 

65.0 

19.12 

.64 

6.18 

u 

u 

u 

70.0 

20.59 

.72 

6.26 

a 

B73 

20 

65.0 

19.08 

.50 

6.25 

7 

u 

u 

70.0 

20.59 

.58 

6.33 

u 

u 

a 

75.0 

22.06 

.65 

6.40 

(( 

B 89 

24 

80.0 

23.32 

.50 

7.00 

8 

U 

u 

85.0 

25.00 

.57 

7.07 

u 

a 

u 

90.0 

26.47 

.63 

7.13 

u 

u 

u 

95.0 

27.94 

.69 

7.19 

li 

u 

u 

100.0 

29.41 

.75 

7.25 

u 

WEIGHTS  AND  DIMENSIONS  OF 

SPECIAL  I-BEAMS. 

Section 

Depth 

of 

Weight 

per 

Area 

of 

Thickness 

of 

Width 

of 

Page 

Number. 

Beam. 

Foot. 

Section. 

Web. 

Flange. 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  In. 

Inch. 

Inches. 

B 105 

12 

40,0 

11.84 

.46 

5.25 

4 

. 

u 

45.0 

13.24 

.58 

5.37 

a 

a 

a 

50.0 

14.71 

.70 

5.49 

u 

(( 

u 

55.0 

16.18 

.82 

5.61 

u 

B 109 

15 

60.0 

17.67 

.59 

6.00 

5 

u 

a 

65.0 

19.12 

.69 

6.10 

u 

i( 

u 

70.0 

20.59 

.78 

6.19 

(( 

u 

u 

75.0 

22.06 

.88 

6.29 

u 

(( 

u 

80.0 

23.53 

.98 

6.39 

u 

B 113 

15 

80.0 

23.57 

.80 

6.40 

5 

a 

u 

85.0 

25.00 

.90 

6.50 

u 

ii 

u 

90.0 

26.47 

.99 

6.59 

u 

u 

u 

95.0 

27.94 

1.09 

6.69 

u 

u 

u 

100.0 

29.41 

1.19 

6.79 

u 

B 121 

20 

80.0 

23.73 

.60 

7.00 

7 

u 

u 

85.0 

25.00 

.66 

7.06 

u 

(( 

u 

90.0 

26.47 

.74 

7.14 

u 

u 

a 

95.0 

27.94 

.81 

7.21 

u 

u 

u 

100.0 

29.41 

.88 

7.28 

u 

32  CAMBRIA  STEEL. 


WEIGHTS  AND  DIMENSIONS  OF 
STANDARD  CHANNELS. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Page 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  In. 

Inch. 

Inches. 

C5 

3 

4.0 

1.19 

.17 

1.41 

9 

u 

a 

5.0 

1.47 

.26 

1.50 

it 

u 

it 

6.0 

1.76 

.36 

1.60 

u 

C9 

4 

5.25 

1.55 

.18 

1.58 

9 

u 

a 

6.25 

1.84 

.25 

1.65 

a 

u 

u 

7.25 

2.13 

.33 

1.73 

it 

C 13 

5 

6.50 

1.95 

.19 

1.75 

9 

u 

u 

9.00 

2.65 

.33 

1.89 

a 

u 

it 

11.50 

3.38 

.48 

2.04 

a 

C17 

6 

8.00 

2.38 

.20 

1.92 

9 

u 

a 

10.50 

3.09 

.32 

2.04 

a 

u 

a 

13.00 

3.82 

.44 

2.16 

a 

u 

a 

15.50 

4.56 

.56 

2.28 

a 

C21 

7 

9.75 

2.85 

.21 

2.09 

9 

u 

a 

12.25 

3.60 

.32 

2.20 

a 

u 

a 

14.75 

4.34 

.42 

2.30 

it 

u 

it 

17.25 

5.07 

.53 

2.41 

it 

u 

a 

19.75 

5.81 

.63 

2.51 

a 

C25 

8 

11.25 

3.35 

.22 

2.26 

9 

u 

a 

13.75 

4.04 

.31 

2.35 

it 

u 

a 

16.25 

4.78 

.40 

2.44 

it 

u 

it 

18.75 

5.51 

.49 

2.53 

u 

u 

u 

21.25 

6.25, 

.58 

2.62 

it 

C29 

9 

13.25 

3.89 

.23 

2.43 

10 

u 

a 

15.00 

4.41 

.29 

2.49 

a 

i( 

it 

20.00 

5.88 

.45 

2.65 

a 

u 

it 

25.00 

7.35 

.61 

2.81 

it 

C33 

10 

15.0 

4.46 

.24 

2.60 

10 

u 

a 

20.0 

5.88 

.38 

2.74 

a 

it 

a 

25.0 

7.35 

.53 

2.89 

it 

it 

it 

30.0 

8.82 

.68 

3.04 

a 

it 

a 

35.0 

10.29 

.82 

3.18 

a 

C41 

12 

20.5 

6.03 

.28 

2.94 

10 

a 

a 

25.0 

7.35 

.39 

3.05 

it 

a 

it 

30.0 

8.82 

.51 

3.17 

it 

it 

it 

35.0 

10.29 

.64 

3.30 

it 

u 

a 

40.0 

11.76 

.76 

3.42 

it 

CAMBRIA  STEEL.  33 


WEIGHTS  AND  DIMENSIONS  OF 
STANDARD  CHANNELS. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot, 

irea 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Page 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  Ins, 

Inch. 

Inches. 

C53 

15 

33 

9.90 

.40 

3.40 

11 

u 

u 

35 

10.29 

.43 

3.43 

u 

u 

(( 

40 

11.76 

.52 

3.52 

u 

u 

u 

45 

13.24 

.62 

3.62 

a 

i( 

u 

50 

14.71 

.72 

3.72 

u 

u 

u 

55 

16.18 

.82 

3.82 

u 

WEIGHTS  AND  DIMENSIONS  OF 
SPECIAL  CHANNELS. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Increase  in  Web 
and  Flange 
for  each  Pound 
increase  of 
Weight. 

Page 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches. 

Inch. 

C86 

6 

15.2 

4.46 

.35 

3.50 

.049 

12 

C88 

6 

19.0 

5.58 

.41 

3.56 

.049 

12 

U 

a 

21.6 

6.36 

.54 

3.69 

u 

u 

C89 

7 

20.9 

6.15 

.45 

3.45 

.042 

12 

C 101 

8 

21.5 

6.30 

.40 

3.50 

.037 

13 

C103 

8 

23.8 

7.00 

.50 

3.50 

.037 

13 

COO 

10 

21.7 

6.38 

.38 

3.38 

.029 

13 

C92 

10 

27.2 

8.00 

.54 

3.50 

.029 

13 

C95 

13 

32 

9.30 

.38 

4.00 

.023 

10 

a 

u 

35 

10.29 

.45 

4.08 

u 

u 

u 

i( 

37 

10.88 

.50 

4.12 

a 

u 

u 

u 

40 

11.76 

.56 

4.19 

it 

a 

u 

u 

45 

13.24 

.68 

4.30 

a 

u 

a 

u 

50 

14.71 

.79 

4.42 

u 

u 

u 

u 

55 

16.18 

.90 

4.53 

<i 

u 

C65 

18 

45 

13.25 

.47 

3.77 

.016 

11 

a 

u 

50 

14.71 

.55 

3.85 

u 

(( 

(C 

a 

55 

16.18 

.63 

3.93 

(( 

u 

(( 

u 

60 

17.65 

.72 

4.02 

u 

a 

34  CAMBKIA  STEEL. 


WEIGHTS  AND  DIMENSIONS  OF  STANDARD  ANGLES. 
EQUAL  LEGS. 

Sizes  not  specially  marked  were  adopted  as  standard,  May  21, 1910,  by  the 
Association  of  American  Steel  Manufacturers,  for  bridge,  car,  ship  and  general 
building  construction.,  Sizes  marked  * are  of  special  thickness  and  are  not 
A.  A.  S.  M.  standard. 


Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

All 

ti 

u 

a 

* ii 

* « 

A 15 

a 

u 

u 

* u 

* « 

A 17 

u 

u 

u 

il 

* « 

* « 

A 19 

u 

u 

u 

u 

* « 

* a 

* « 

A 21 

u 

u 

u 

it 

(( 

* « 

Hxli 
H X IJ 
UxU 

HxU 

Uxli 

lixli 

2 X 2 

2 x2 

2 x2 

2 x2 

2 x2 

2 x2 

2ix2i 

2|x2J 

2^x21 

2ix2J 

2ix2i 

2^x2i 

2ix2i 

3 x3 

3 x3 

3 x3 

3 x3 

3 ,x3 

3 x3 

3 x3 

3 x3 

34  X 34 
34x34 
34x34 
34x34 
34x34 
34  X 34 

i 

A 

1 

4 

5 

T6 

3 

A 

A 

1 

4 

A 

3 

8 

A 

A 

1 

5 

16 

3 

8 

7 

T6 

1 

2 

9 

16 

1 

4 

16 

3 

8 

A 

1 

2 

9 

16 

5 

8 

11 

16 

5 

16 

3 

8 

7 

16 

1 

2 

9 

16 

5 

8 

IJL 

16 

1.23 

1.80 

2.34 
2.86 

3.35 
3.82 

2.44 

3.19 

3.92 

4.7 
5.3 
6.0 

3.07 
4.1 

5.0 

5.9 

6.8 

7.7 
8.5 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

7.2 

8.5 

9.8 
11.1 
12.4 

13.6 
14.8 

.36 

.53 

.69 

.84 

.98 

1.12 

.72 

.94 

1.15 

1.36 
1.56 

1.75 

.90 

1.19 

1.47 
1.73 
2.00 

2.25 
2.50 

1.44 

1.78 

2.11 

2.43 

2.75 
3,06 

3.36 
3.65 

2.09 

2.48 
2.87 

3.25 
3.62 
3.98 
4.34 

*A21 
* « 

* « 

A 23 

u 

il 

il 

it 

u 

u 

u 

* « 

* « 

A 27 

u 

u 

il 

il 

il 

il 

il 

il 

il 

il 

A 35 

il 

il 

il 

li 

il 

il 

ii 

il 

il 

il 

34x34 

34x34 

34x34 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

4 X 4 

6 X 6 

6 X 6 

6 X 6 

6 X 6 

6 x6 

6 X 6 

6 X 6 

6 X 6 

6 X 6 

6 X 6 

6 X 6 

8 x8 

8 X 8 

8 X 8 

8 x8 

8 x8 

8 x8 

8 x8 

8 x8 

8 x8 

8 x8 

8 x8 

3 

4 

13 

7 

8 

5 

16 

3 

8 

7 

T6 

1 

9 

? 

8 

11 

16 

3 

4 

13 

16 

7 

8 

3 

8 

A 

1 

2 

9 

16 

5 

8 

11 

16 

3 

4 

13 

16 

7 

8 

15 

16 

1 

1 

2 

9 

T6 

5 

8 

14 

3 

4 

13 

16 

7 

8 

15 

16 

1 

lA 

li 

16.0 

17.1 

18.3 
8.2 
9.8 

11.3 
12.8 

14.3 
15.7 

17.1 

18.5 

19.9 

21.2 

14.9 

17.2 

19.6 

21.9 

24.2 

26.5 

28.7 

31.0 

33.1 

35.3 

37.4 

26.4 

29.6 

32.7 

35.8 

38.9 

42.0 

45.0 

48.1 

51.0 

54.0 

56.9 

4.69 

5.03 

5.36 
2.40 
2.86 
3.31 

3.75 
4.18 

4.61 
5.03 
5.44 
5.84 
6.23 

4.36 
5.06 

5.75 

6.43 
7.11 
7.78 

8.44 
9.09 
9.73 

10.37 

11.00 

7.75 
8.68 

9.61 
10.53 
11.44 
12.34 
13.23 
14.12 
15.00 
15.87 
16.73 

Standard  Angles  vary  only  by  ^ inch.  Sections  shown  on  page  14. 


CAMBRIA  STEEL.  35 


WEIGHTS  AND  DIMENSIONS  OF  STANDARD  ANGLES. 
UNEQUAL  LEGS. 

Sizes  not  specially  marked  were  adopted  as  standard,  May  21,  1910,  by  the 
Association  of  American  Steel  Manufacturers,  for  bridge,  car,  ship  and  general 
building  construction.  Sizes  marked  * are  of  special  thickness  and  are  not 
A.  A.  S.  M.  standard. 


Weight 

Area 

Thick- 

Weight 

Area 

Section 

Dimensions. 

per 

Foot. 

of 

Section 

Dimensions. 

ness, 

per 

Foot. 

of 

Num- 

ber. 

Section. 

Num- 

ber. 

Section. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

A 91 

2ix2 

3 

16 

2.75 

.81 

A 99 

4 

X 3 

5 

T6 

7.2 

2.09 

a 

2ix2 

1 

4 

3.62 

1.06 

u 

4 

X 3 

3 

8 

8.5 

2.48 

u 

2ix2 

5 

16 

4.5 

1.31 

(( 

4 

x3 

7 

16 

9.8 

2.87 

u 

2ix2 

3 

8 

5.3 

1.55 

a 

4 

X 3 

1 

2 

11.1 

3.25 

* « 

2ix2 

7 

16 

6.1 

1.78 

u 

4 

X 3 

9 

16 

12.4 

3.62 

* a 

2i  X 2 

1 

2 

6.8 

2.00 

u 

4 

x3 

5 

8 

13.6 

8.98 

* « 

2|x2 

9 

16 

7.6 

2.22 

* « 

4 

X 3 

11 

16 

14.8 

4.34 

A 93 

u 

(( 

3 x2i 

3 x2i 

3 x2i 

1 

4 

5 

16 

3 

8 

4.5 

5.6 

6.6 

1.31 

1.62 

1.92 

u 

* u 

x-  « 

4 

4 

4 

x3 

X 3 

X 3 

3 

4 

13 

16 

7 

8 

16.0 

17.1 

18.3 

4.69 

5.03 

5.36 

a 

3 x2i 

7 

16 

7.6 

2.22 

* « 

3 x2i 

1 

2 

8.5 

2.50 

AlOl 

5 

X 3 

5 

8.2 

2.40 

* « 

3 x2i 

9 

16 

9.5 

2.78 

u 

5 

X 3 

3 

9.8 

2.86 

* « 

3 x2i 

5 

8 

10.4 

3.05 

u 

5 

X 3 

7 

16 

11.3 

3.31 

A 95 

3|x2i 

1 

4.9 

1.44 

u 

5 

x3 

1 

2 

12.8 

3.75 

u 

3ix2| 

5 

1 6 

6.1 

1.78 

a 

5 

X 3 

9 

16 

14.3 

4.18 

(( 

3i  X 2i 

3 

7.2 

2.11 

(( 

5 

X 3 

5 

8 

15.7 

4.61 

3^x2i 

7 

16 

8.3 

2.43 

u 

5 

x3 

11 

16 

17.1 

5.03 

a 

^ X 2i 

1 

9.4 

2.75 

5 

x3 

3 

4 

18.5 

5.44 

* i( 

Hx2i 

9 

T6 

10.4 

3.06 

a 

5 

x3 

13 

16 

19.9 

5.84 

* u 

Hx2i 

5 

8 

11.5 

3.36 

« 

5 

X 3 

7 

8 

21.2 

6.23 

* « 

^x2i 

11 

16 

12.5 

3.65 

* « 

3ix2J 

3 

4 

13.4 

3.94 

A103 

5 

x3| 

5 

16 

8.7 

2.56 

A 97 

3ix3 

6.6 

1.93 

u 

5 

x3i 

3 

8 

10.4 

3.05 

a 

3^x3 

3 

g 

7.9 

2.30 

il 

5 

x3§ 

A 

12.0 

3.53 

u 

3§x3 

1^ 

9.1 

2.65 

ii 

5 

X ^ 

3 

2 

13.6 

4.00 

a 

3Jx3 

1 

2 

10.2 

3.00 

u 

5 

x3| 

A 

15.2 

4.47 

u 

3ix3 

9 

T6 

11.4 

3.34 

i( 

5 

x3i 

5 

8 

16.8 

4.92  I 

at  « 

3Jx3 

5 

8 

12.5 

3.67 

u 

5 

x3i 

11 

16 

18.3 

5.37 

* « 

3ix3 

11 

1 6 

13.6 

4.00 

(( 

5 

x3i 

3 

4 

19.8 

5.81  i 

* u 

3Jx3 

3 

14.7 

4.31 

* « 

5 

x^ 

13 

16 

21.3 

6.25 

* « 

3ix3 

11 

1 6 

15.8 

4.62 

* ii 

5 

x3i 

7 

8 

22.7 

6.67 

* « 

3ix3 

7 

8 

16.8 

4.92 

# ii 

5 

x3i 

15 

16 

24.2 

7.09 

Standard  Angles  vary  only  by  ^ inch.  Sections  shown  on  page  15. 


36  CAMBRIA  STEEL. 

WEIGHTS  AND  DIMENSIONS  OF  STANDARD  ANGLES. 
UNEQUAL  LEGS.— Continued. 

Sizes  not  specially  marked  were  adoped  as  standard,  May  21,  1910,  by  the 
Association  of  American  Steel  Manufacturers,  for  bridge,  car,  ship  and  general 
building  construction.  Sizes  marked  * are  of  special  thickness  and  are  not 
A.  A.  S.  M.  Standard. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness 

Weight 

per 

Foot. 

Area 

of 

Section. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

A105 

u 

u 

u 

u 

u 

u 

u 

u 

* u 

* a 

6 x3^ 

6 x3i 

6 x^ 

6 x^ 

6 x3i 

6 x^ 

6 x3i 

6 x3| 

6 x3^ 

6 X 3i 

6 x3^ 

3 

8 

7 

16 

1 

2 

9 

16 

5 

8 

11 

16 

3 

4 

13 

16 

7 

8 

15 

16 

1 

M.7 

13.5 

15.3 
17.1 

18.9 

20.6 

22.4 
24.0 
25.7 
27.3 

28.9 

3.42 

3.97 

4.50 

5.03 

5.55 
6.06 

6.56 
7.06 
7.55 

8.03 

8.50 

A107 

u 

a 

u 

u 

ii 

u 

u 

u 

* « 

* u 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 x 4 

6 X 4 

6 X 4 

3 

s 

7 

16 

1 

2 

9 

1 6 

5 

8 

11 

16 

3 

4 

13. 

16 

7 

8 

15 

16 

1 

12.3 

14.3 
16.2 
18.1 
20.0 
21.8 

23.6 

25.4 
27.2 
28.9 

30.6 

3.61 

4.18 

4.75 

5.31 

5.86 

6.40 

6.94 

7.47 

7.98 

8.50 

9.00 

WEIGHTS  AND  DIMENSIONS  OF  SPECIAL  ANGLES. 
EQUAL  LEGS. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

A 36 

a 

A 37 

u 

A 38 

u 

li 

u 

A 40 

u 

u 

u 

(( 

(( 

4X4 

3 ...  3 
4X4 

1 xl 

1 xl 

1 xl 

UxU 

UxU 

UxU 

UxU 

UxU 
UxU 
UxU 
1-1  x U 

u X u 

U X If 

1 

8 

_3_ 

16 

1 

8 

3 

16 

1 

4 

1 

8 

A 

1 

4 

A 

A 

1 

4 

5 

3 G 

3 

8 

7 

16 

1 

2 

.59 

.84 

.80 

1.16 

1.49 

1.01 

1.48 

1.92 

2.33 

2.12 

2.77 

3.39 

3.99 

4.6 

5.1 

.17 

.25 

.23 

.34 

.44 

.30 

.43 

.56 

.68 

.62 

.81 

1.00 

1.17 

1.34 

1.50 

A 41 

u 

u 

u 

u 

A 43 

a 

u 

u 

u 

u 

A 47 

u 

a 

u 

a 

u 

2i  X 2i 
2ix2i 
2ix2i 
2f  X 2i 
2i  X 2i 
21x21 
2f  x2| 

03  Y 93 

4 A.  /v/  4 

2f  X 2f 
2f  x2f 
2f-  x 2f 

5 x 5 

5 x 5 

5 X 5 

5 x 5 

5 X 5 

5 X 5 

3 

16 

1 

4 

5 

16 

3 

8 

7 

3 

T6 

1 

4 

5 

16 

3 

8 

A 

2 

3 

8 

7 

16 

1 

2 

9 

16 

5 

8 

11 

16 

2.75 

3.62 

4.5 

5.3 

6.1 

3.39 

4.5 

5.6 

6.6 
7.6 
8.5 

12.3 

14.3 
16.2 
18.1 
20.0 
21.8 

.81 

1.06 

1.31 

1.55 

1.78 

1.00 

1.31 
1.62 
1.92 
2.22 
2.50 
3.61 
4.18 
4.75 

5.31 
5.86 
6.40 

Standard  Angles  vary  only  by  inch.  Sections  shown  on 

pages  15  and  16. 

CAMBBIA  STEEL.  37 


WEIGHTS  AND  DIMENSIONS  OF  SPECIAL  ANGLES. 
UNEQUAL  LEGS. 


Section 

Num- 

ber 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num- 

ber. 

Dimensions. 

Thick- 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

A129 

u 

a 

u 

u 

(C 

A131 

u 

u 

(( 

il 

u 

u 

A135 

a 

u 

a 

a 

a 

3 x2 

3 x2 

3 x2 

3 x2 

3 x2 

3 x2 

4 x3i 

4 x^ 

4 x3i 

4 x3i 

4 x3i 

4 x3i 

4 x3i 

5 X 4 

5 X 4 

5 X 4 

5 X 4 

5 X 4 

5 X 4 

3 

16 

1 

4 

5 

16 

3 

8 

7 

16 

1 

2 

5 

16 

3 

8 

7 

16 

1 

2 

9 

16 

5 

8 

11 

16 

3 

8 

7 

16 

1 

2 

9 

16 

5 

8 

11 

16 

3.07 
4.1 

5.0 
5.9 

6.8 
7.7 

7.7 

9.1 
10.6 
11.9 
13.3 

14.7 
16.0 

11.0 

12.8 

14.5 
16.2 
17.8 

19.5 

.90 

1.19 

1.47 

1.73 

2.00 

2.25 

2.25 

2.67 
3.09 
3.50 
3.90 
4.30 

4.68 

3.23 

3.75 

4.25 

4.75 

5.23 
5.72 

A109 

u 

u 

u 

a 

it 

u 

u 

u 

il 

A112 

u 

u 

a 

a 

u 

a 

il 

il 

7 x3J 

7 x3i 

7 x3i 

7 x3i 

7 x3i 

7 x3i 

7 x3i 

7 x^ 

7 x^ 

7 x3i 

8 x6 

8 X 6 

8 x6 

8 X 6 

8 X 6 

8 X 6 

8 x6 

8 x6 

8 x6 

7 

16 

1 

2 

9 

16 

5 

8 

11 

16 

3 

4 

16 

7 

8 

15 

16 

1 

1 

2 

9 

16 

5 

8 

11 

16 

3 

4 

13 

16 

7 

8 

15 

16 

1 

15.0 

17.0 

19.1 
21.0 
23.0 
24.9 
26.8 

28.7 

30.5 
32.3 

23.0 

25.7 

28.5 

31.2 

33.8 

36.5 

39.1 
41.7 

44.2 

4.40 

5.00 

5.59 

6.17 

6.75 

7.31 

7.87 

8.42 

8.97 

9.50 

6.75 

7.56 

8.36 

9.15 

9.94 

10.72 

11.48 

12.25 

13.00 

WEIGHTS  AND  DIMENSIONS  OF  BULB  BEAMS,  . 
BULB  ANGLE  AND  TOP  GUARD  ANGLE. 


Section 

Number. 

Size. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Width 

of 

Head. 

Page 

Number  of 
Section. 

Inches. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches. 

Inches. 

B 173 

6 

14.0 

4.11 

9 

4| 

1 3 2 

17 

il 

6 

15.3 

4.48 

1 1 
¥2 

4A 

113 
^3  2 

il 

il 

6 

18.4 

5.42 

1 

2 

4^1 

1_^ 

ll6 

il 

A 171 

21^  X 5 

10.2 

3.00 

Bulb  Angle 

il 

175 

3ix4 

12.2 

3.59 

Top  Guard  Angle 

il 

Sections  shown  on  pages  16  and  17. 


38  CAMBRIA  STEEL. 


BEAM  TABLES. 

Tables  of  safe  loads  for  beams  and  channels  and  spacings  of 
I-Beams  for  floors  are  given  with  explanatory  notes  on  pages  78 
to  111  inclusive. 

BEAMS  AS  GIRDERS. 

In  some  cases  two  or  more  beams  may  be  bolted  together  side  by 
side  to  form  a girder,  in  which  case  cast  iron  separators  with  bolts 
should  be  used  to  hold  the  various  members  together.  Separators 
should  be  placed  at  each  end  of  the  girder,  at  points  of  concen- 
trated loading,  and  for  uniform  loading  should  be  located  at  dis- 
tances apart  not  greater  than  twenty  times  the  width  of  the  small- 
est beam  flange,  in  order  to  laterally  support  the  upper  flanges 
which  are  in  compression  and  prevent  their  failure  by  buckling. 
The  separators  should  preferably  fit  closely  between  the  beam 
flanges  so  as  to  unite  the  beams  forming  the  girder  and  thereby 
cause  them  to  act  together  in  resisting  the  load.  Tables  of  Stand- 
ard and  Special  Separators  are  given  on  pages  50  and  51. 

CONNECTION  ANGLES. 

When  beams  are  coped  or  fitted  together  at  right  angles,  con- 
nection angles  are  generally  used,  standards  for  which,  covering 
usual  cases,  are  shown  on  pages  39,  40  and  41.  Explanations  and 
tables  of  limiting  spans  for  which  these  standards  may  be  used  are 
given  on  pages  42  and  43.  Beams  may  be  fitted  together  thus  with 
flush  tops  or  bottoms  or  in  intermediate  positions,  as  required  in 
cases  where  the  girder  or  trimmer  beam  is  the  larger.  In  cases 
where  the  girder  or  trimmer  beam  is  the  smaller,  special  stirrups 
or  other  connections  are  required. 

LIVE  LOADS  FOR  FLOORS. 

The  following  loads  per  square  foot,  exclusive  of  weight  of  floor 
materials,  show  the  range  assumed  in  usual  practice: 


Dwellings 70  lbs.  per  sq.  ft. 

Offices 70  to  100  lbs.  per  sq.  ft. 


Buildings  for  public  assembly.  120  to  150  lbs.  per  sq.  ft. 

Stores,  warehouses,  etc 150  to  250  lbs.  and  upwards  per  sq.  ft. 

On  page  287  are  given  in  detail  the  safe  loads  for  which  floors 
should  be  designed  in  accordance  with  the  building  laws  of 
various  cities. 


CAMBKIA  STEEL. 


89 


STANDARD  CDNNECTIDN  ANGLES  FDR  I-BEAMS  AND  CHANNELS. 


FOR  3 AND  4 
BEAMS  AND  CHANNELS 


FOR  5 AND  6" 
BEAMS  AND  CHANNELS 


6 X 4''x  f"ANGLE-l^'LONG 


FOR  7^'8."9"aND  lo" 
BEAMS  AND  CHANNELS 


ffl, 

I4 


"74'. 

4- 

01 

i ,i 

li 

^-i2|^l 

FOR  12  BEAMS  AND  CHANNELS 

e'x  4"x  |•"ANGLE-5"LONG 


€ 


k -4  4 


f/'  To 


e'x  4'x  f "ANGLE-7i-"LONG 


FOR  18  BEAMS 


5?-. 


l5'K'>i<2^>l<-2^>H2^>l^!ll  > 

e'k  4'x  i"ANGLE-10'L0NG 


=*= 


■I 'r 


1 2 fM<2^>j<2^>K2^>t<-2^>r^l^' 


FOR  20  BEAMS 


FOR  24  BEAMS 


• • 4 4 > > 


.S?  .4 


-•— ♦--4- 


1 ^ 

4'x  4 X |-"aNGLE-15"lONG 

. 3 


— 4t- 


11,  o L^Lo A^o J 1 


1 3 i«-^2|i2  2-f  2|»|<^2|>j<2|>l<^2^>|^>jl  3 
4'^X  4'k  f"ANGLE-18"L0NG 


ALL  RIVETS  OR  BOLTS  TO  BE  ~ DIAMETER  ALL  OPEN  HOLES  TO  BE  DIAMETER 


40  CAMBKIA  STEEL. 


LOCATION  OF  CONNECTION  ANGLES  FOR 
BEAMS  OF  THE  SAME  OR  DIFFERENT 
SIZES  FRAMING  OPPOSITE,  BOT- 
TOMS OR  TOPS  FLUSHo 


— 

1 

1 

9 

rx/i 

\ --x- 

o 

o: 
o ^ 

■ — 

jvp 

>G--- 

yo-~- 

^ 6 



i-J- 

—i— 

DEPTH  OF  BEAMS. 

E 

Inches. 

A 

B 

C 

D 

Main 

Beam. 

Opposite 

Beam. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

3 

8 

VA 

13-2 

4 

3 

1V2 

234 

lA 

** 

4 

2 

2 

2 

6 

4 

2 

3 

2 

tt 

6 

234 

2^ 

234 

6 

4 

2 

4 

2 

n 

6 

II 

II 

8 

II 

6 

3 

8 

8 

7 

4 

2H 

a 

2 

13^ 

1 

134 

6 

II 

234 

0 

0 

II 

6 

II 

334 

1 

II 

7 

2M 

2H 

2H 

8 

4 

23^ 

3 

134 

1 

134 

6 

234 

0 

0 

6 

<1 

334 

1 

II 

7 

it 

II 

2 

2 

II 

8 

2^ 

2H 

2M 

9 

5 

23^ 

4 

234 

0 

0 

“ 

6 

II 

334 

1 

II 

7 

ii 

II 

2 

II 

8 

i i 

8 

II 

9 

3Ji 

8H 

334 

10 

6 

23^ 

n 

5 

334 

1 

II 

7 

II 

2 

2 

** 

8 

ii 

II 

8 

3 

II 

9 

ii 

II 

4 

4 

II 

10 

8H 

8H 

3M 

For  cases  where  D is  zero  or  E is  1"  or  zero,  cut  beam  back  3^",  or  cope  flanges 
back  3^"  to  clear  rivet  head. 


CAMBRIA  STEEL. 


41 


LOCATION  OF  CONNECTION  ANGLES  FOR 
BEAMS  OF  THE  SAME  OR  DIFFERENT 
SIZES  FRAMING  OPPOSITE,  BOT- 
TOMS OR  TOPS  FLUSH. 


— G-^ 

O ^ 
— 


>— ■ 


-i. 


DEPTH  OP  BEAMS. 

B 

E 

Indies. 

A 

C 

D 

Main 

Beam. 

Opposite 

Beam. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

12 

8 

QK 

8H 

ii 

234 

34 

234 

9 

334 

34 

** 

10 

it 

ii 

434 

134 

(( 

12 

33^ 

sy2 

334 

15 

8 

m 

43€ 

234 

34 

234 

H 

9 

it 

44 

334 

134 

34 

a 

10 

** 

it 

434 

34 

134 

a 

12 

44 

“ 

334 

134 

15 

m 

33^ 

334 

18 

8 

33^ 

44 

4H 

234 

34 

234 

<( 

9 

334 

134 

34 

it 

10 

it 

ii 

434 

34 

134 

it 

12 

“ 

ii 

334 

434 

134 

134 

it 

15 

44 

ii 

134 

it 

18 

4 

4 

4 

20 

8 

33€ 

ii 

434 

ii 

234 

34 

234 

li 

9 

334 

134 

34 

ii 

10 

ii 

ii 

434 

34 

134 

** 

12 

ii 

it 

334 

434 

134 

134 

ii 

15 

it 

ii 

34 

134 

it 

18 

ii 

ii 

434 

234 

ii 

20 

SH 

334 

334 

24 

(( 

8 

33€ 

44 

534 

234 

34 

234 

9 

it 

334 

134 

H 

(( 

10 

44 

44 

434 

34 

134 

it 

12 

44 

it 

334 

134 

134 

15 

44 

44 

434 

34 

134 

it 

18 

44 

44 

434 

34 

234 

** 

20 

44 

44 

434 

134 

41 

24 

4:}i 

434 

43^ 

For  cases  where  D is  or  %”  or  E is  %*'  or  IM".  cut  beam  back  W*  or 
cope  flanges  back  3^"  to  dear  rivet  head. 


42  CAMBKIA  STEEL. 


STANDARD  CONNECTION  ANGLES  FOR 
I-BEAMS  AND  CHANNELS. 

Standard  connection  angles  for  all  sizes  of  beams  and  channels 
are  shown  on  page  39.  These  are  of  sufficient  strength  for  all  usual 
connections  of  the  various  sizes  shown,  figured  on  the  basis  of 
10  000  pounds  per  square  inch,  as  the  allowable  unit  stress  for 
single  shear  of  rivets  or  bolts,  and  20  000  pounds  per  square  inch 
as  the  allowable  unit  stress  for  double  shear  and  bearing  value  of 
the  parts  connected  by  the  rivets. 

When  beams  of  very  short  spans  are  loaded  to  their  full  capacity 
the  end  shear  or  reaction  which  has  to  be  transmitted  through 
the  connections  becomes  so  great  that  stronger  connections  than 
the  standard  should  be  used. 

The  following  tables  give  the  limits  of  length  below  which  the 
standard  connections  do  not  apply  and  for  which  special  designs 
should  be  made.  For  all  lengths  greater  than  those  given  in  the 
tables  the  standard  connections  are  sufficiently  strong. 

MINIMUM  SPANS  OF  STANDARD  CHANNELS  FOR 
WHICH  STANDARD  CONNECTION  ANGLES 
MAY  BE  SAFELY  USED  WITH  CHANNELS  UNI- 
FORMLY LOADED  TO  THEIR  FULL  CAPACITY, 
IN  ACCORDANCE  WITH  TABLES  OF  SAFE 
LOADS,  FOR  FIBRE  STRESS  OF  16  000  LBS. 
PER  SQUARE  INCH. 


Section 

Depth 

of 

Weight 

Mini- 

mum 

Section 

Depth 

of 

Weight 

Mini- 

mum 

Section 

Depth 

of 

Weight 

Mini- 

mum 

Num- 

Chan- 

nel. 

per 

Foot. 

Safe 

Span. 

Num- 

Chan- 

nel. 

per 

Foot. 

Safe 

Span. 

Num- 

Chan- 

nel. 

per 

Foot. 

Safe 

Span. 

ber, 

Inches. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Feet. 

ber, 

Inches. 

Pounds. 

Feet. 

C 6 

3 

4.0 

1.1 

C21 

7 

12.25 

2.6 

C33 

10 

25.0 

6.5 

u 

u 

5.0 

0.8 

U 

u 

14.75 

2.3 

a 

u 

30.0 

6.2 

u 

u 

6.0 

0.8 

u 

u 

17.25 

2.6 

u 

u 

35.0 

7.0 

u 

u 

19.75 

2.9 

C 9 

4 

6.25 

1.9 

t( 

u 

6.25 

1.5 

C25 

8 

11.25 

4.4 

C41 

12 

20.5 

5.4 

u 

u 

7.25 

1.4 

u 

a 

13.75 

3.4 

U 

u 

25.0 

4.8 

u 

(( 

16.25 

3.0 

u 

u 

30.0 

5.4 

C13 

5 

6.5 

2.8 

u 

a 

18.75 

3.3 

u 

a 

35.0 

6.0 

i( 

u 

9.0 

2.1 

u 

u 

21.25 

3.6 

u 

u 

40.0 

6.6 

u 

u 

11.5 

2.5 

C29 

9 

13.25 

5.4 

C17 

6 

8.0 

3.9 

u 

u 

15.00 

4.6 

C53 

15 

33.0 

7.4 

a 

» 

10.5 

3.0 

u 

u 

20.00 

4.1 

ti 

a 

35.0 

7.1 

u 

u 

13.0 

3.5 

u 

u 

25.00 

4.7 

u 

u 

40.0 

7.0 

u 

u 

15.5 

3.9 

(( 

u 

45.0 

7.5 

C33 

10 

15.0 

6.6 

u 

a 

50.0 

8.1 

C21 

7 

9.75 

3.4 

a 

u 

20.0 

4.9 

u 

u 

55.0 

8.7 

CAMBRIA  STEEL. 

43 

MINIMUM  SPANS 

OF  I-BEAMS 

FOR  WHICH 

: STAND- 

ARD 

CONNECTION  ANGLES  MAY 

BE 

SAFELY 

USED  WITH 

I-BEAMS  UNIFORMLY 

LOADED 

TO  THEIR  FULL 

CAPACITY, 

IN  ACCORDANCE 

WITH  TABLES  OF  SAFE 

LOADS, 

FOR  FIBRE 

STRESS 

OF  16  000  LBS.  PER 

SQUARE 

INCH. 

Depth 

Weight 

Mini- 

Depth 

Weight 

Mini- 

Depth 

Weight 

Mini- 

Section 

• of 

per 

mum 

Section 

of 

per 

mum 

Safe 

Section 

of 

per 

mum 

Safe 

Num- 

ber. 

Beam. 

Foot. 

Span. 

Num- 

her. 

Beam. 

Foot. 

Span. 

Num- 

ber. 

Beam. 

Foot. 

Span. 

Inches. 

Pounds. 

Feet. 

Inches. 

Pounds. 

Feet. 

Inches. 

Pounds. 

Feet. 

B 5 

3 

5.5 

1.7 

B29 

9 

30.0 

6.8 

B113 

15 

80.0 

15.9 

a 

u 

6.5 

1.2 

U 

u 

35.0 

7.5 

u 

u 

85.0 

16.4 

a 

u 

7.5 

1.2 

a 

u 

90.0 

17.0 

B33 

10 

25.0 

9.3 

a 

u 

95.0 

17.5 

B 9 

4 

7.5 

2.8 

u 

u 

30.0 

8.1 

u 

a 

100.0 

18.1 

(C 

a 

8.5 

2.2 

u 

u 

35.0 

8.8 

u 

t( 

u 

u 

9.5 

10.5 

2.0 

2.2 

u 

B41 

u 

12 

40.0 

31.5 

9.6 

7.3 

B65 

a 

a 

18 

u 

u 

55.0 

60.0 
65.0 

13.7 
11.9 

11.8 
12.4 

B13 

5 

9.75 

4.1 

u 

u 

35.0 

7.7 

(( 

u 

U 

(( 

12.25 

3.3 

u 

u 

40.0 

8.2 

70.0 

(( 

(( 

14.75 

3.7 

B105 

12 

40.0 

9.0 

B73 

20 

65.0 

13.9 

B17 

6 

12.25 

5.6 

(( 

u 

45.0 

9.6 

(( 

u 

70.0 

12.5 

u 

(( 

14.75 

4.8 

a 

u 

50.0 

10.2 

u 

u 

75.0 

12.8 

a 

u 

17.25 

5.3 

u 

u 

55.0 

10.8 

B21 

7 

15.00 

4,9 

B53 

15 

42.0 

10.2 

B121 

U 

20 

u 

80.0 

85.0 

90.0 

95.0 
100.0 

14.8 

15.2 

15.7 

16.2 

16.7 

u 

(( 

17.50 

3.8 

u 

u 

45.0 

9.4 

(( 

(( 

u 

B25 

u 

8 

20.00 

18.00 

3.6 

6.2 

u 

a 

u 

u 

<( 

u 

50.0 

55.0 

60.0 

9.7 

10.3 

10.8 

u 

u 

a 

u 

li 

u 

20.25 

5.1 

a 

u 

22.75 

4.8 

B109 

15 

60.0 

12.3 

B89 

24 

80.0 

17.7 

u 

u 

25.25 

5.1 

u 

a 

65.0 

12.8 

U 

u 

85.0 

16.1 

u 

a 

70.0 

13.4 

u 

u 

90.0 

16.1 

B29 

9 

21.0 

7.7 

u 

u 

75.0 

13.9 

u 

u 

95.0 

16.6 

u 

u 

25.0 

6.2 

u 

u 

80.0 

14.5 

(( 

u 

100.0 

17.1 

44  CAMBBIA  STEEL. 


STANDARD  SPACING  OF  RIVET  AND  BOLT  HOLES 
THROUGH  FLANGES  AND  CONNECTION  ANGLES 
OF  I-BEAMS,  AND  TANGENT  DISTANCES  BE- 
TWEEN FILLETS  MEASURED  ALONG  THE  WEB. 


Depth 

Weight. 

Depth 

Weight. 

of 

n 

e 

q 

T 

of 

n 

e 

q 

T 

Beam. 

Beam. 

Inches. 

Lbs.perFt. 

Inches. 

Inches. 

In. 

Inches. 

Inches. 

Lbs.perFt. 

Ins. 

Inches. 

Inch. 

Inches. 

8 

6.5 

li^ 

It 

4fi 

IH 

12 

55.0 

3 

5A 

ii 

9^ 

<1 

6.6 

434 

tt 

tt 

7.5 

tt 

43^ 

<1 

<< 

15 

42.0 

3 

4f| 

123^ 

4 

<< 

7.5 

8.5 

m 

tt 

4H 

4^ 

2ii 

tt 

tt 

tt 

45.0 

50.0 

tt 

4fi 

6A 

<< 

tt 

J 

II 

It 

9.5 

tt 

4H 

A 

tt 

** 

55.0 

5^ 

** 

tt 

It 

10.5 

tt 

4M 

tt 

60.0 

tt 

6M 

If 

5 

9.76 

IH 

4M 

A 

3^ 

15 

60.0 

3K 

5^ 

11^ 

12.25 

4K 

H 

65.0 

5A 

14.75 

5 

“ 

tt 

70.0 

tt 

5if 

ft 

tt 

6 

tt 

12.25 

14.75 

2 

It 

4ff 

4f^ 

tt 

75.0 

80.0 

It 

It 

tt 

tt 

17.25 

II 

4M 

<< 

15 

80.0 

3^ 

tt 

tt 

5^ 

1^ 

lOii 

7 

tt 

tt 

15.00 
17.50 

20.00 

4^ 

4fJ 

4f^ 

Yf 

tt 

534 

tt 

tt 

tt 

tt 

85.0 

90.0 

95.0 
100.0 

5if 

5M 

5if 

5ii 

<( 

1* 

tt 

tt 

8 

tt 

18.00 

tt 

4ff 

if 

6 

20.25 

4!^ 

tt 

18 

55.0 

3M 

4fi 

H 

15^ 

tt 

tt 

22.76 

tt 

4M 

<< 

tt 

60.0 

5^ 

“ 

tt 

25.25 

tt 

5^ 

tt 

tt 

tt 

65.0 

tt 

5K 

•If 

tt 

70.0 

tt 

5^ 

tt 

9 

21.0 

2H 

4ff 

lE 

7^ 

25.0 

tt 

tt 

20 

65.0 

3H 

5 

If 

ion 

30.0 

5i^ 

ft 

70.0 

5^ 

tt 

tt 

35.0 

5^ 

It 

75.0 

tt 

5A 

tt 

10 

tt 

tt 

tt 

25.0 

30.0 

35.0 

40.0 

2^ 

tt 

tt 

tt 

411 

41f 

5A 

5M 

if 

3^ 

tt 

if 

7H 

<< 

(< 

20 

tt 

tt 

80.0 

85.0 

90.0 

95.0 

4 

It 

tt 

tt 

5^ 

5* 

5i^ 

5A 

ft 

<1 

tt 

16i^ 

tt 

tt 

12 

tt 

31.5 

2H 

tt 

4ii 

if 

9^ 

tt 

100.0 

tt 

5^ 

lA 

16 

tt 

35.0 

40.0 

4H 

5i^ 

24 

80.0 

4 

5 

If 

20H 

tt 

tt 

tt 

85.0 

5* 

tt 

12 

H 

40.0 

3 

411 

21 

T2 

tt 

9A 

<( 

90.0 

tt 

53^ 

Vs 

It 

45.0 

tt 

5A 

“ 

95.0 

tt 

5i^ 

tt 

It 

60.0 

tt 

5i^ 

tt 

“ 

** 

100.0 

tt 

5M 

** 

** 

CAMBBIA  STEEL.  45 


STANDARD  SPACING  OF  RIVET  AND  BOLT  HOLES 
IN  FLANGES  AND  CONNECTION  ANGLES  OF 
CHANNELS,  AND  TANGENT  DISTANCES  BE- 
TWEEN FILLETS  MEASURED  ALONG  THE  WEB. 


Depth 

Depth 

of 

Weight. 

m 

e 

q 

T 

of 

Weight. 

m 

e 

q 

T 

Channel 

Channel 

Inches. 

Lb8.perFt. 

Inches. 

Inches. 

In. 

Inches. 

Inches. 

Lbs.perFt. 

Inches. 

Inches. 

In. 

Inches. 

3 

4.0 

H 

411 

IH 

8 

21.25 

1^ 

5^ 

6A 

5.0 

4^ 

it 

ii 

it 

6.0 

n 

4K 

ii 

9 

13.26 

m 

4:H 

It 

:: 

4 

H 

5.25 

6.25 

1 

ii 

411 

4^ 

T2 

it 

SH 

ii 

ii 

ii 

15.00 

20.00 

lins 

1t^ 

411 

411 

7.25 

ii 

4fl 

A 

ii 

25.00 

IM 

53^ 

5 

6.5 

1 

411 

A 

BH 

10 

ii 

it 

15.0 

13^ 

4:H 

8^ 

ii 

ii 

9.0 

11.5 

IM 

ii 

4fl 

411 

fs 

- 

20.0 

25.0 

IVs 

IH 

411 

5^ 

it 

Vs 

30.0 

IH 

5A 

H 

ii  • 

6 

8.0 

411 

H 

4H 

35.0 

2A 

5^ 

1^ 

<< 

“ 

10.5 

lA 

411 

“ 

a 

13.0 

lA 

411 

(( 

it 

15.5 

ll^ 

5A 

<( 

12 

20.5 

IH 

4fl 

If 

911 

ii 

26.0 

IVs 

41g 

3^ 

ii 

30.0 

2 

5 

If 

(< 

7 

9.75 

ll^ 

411 

411 

H 

5^ 

ii 

35.0 

23^ 

53^ 

i i 

12.25 

ll^ 

H 

40.0 

2H 

5M 

Hj 

tt 

14.75 

ll^ 

4.29. 

“32 

ii 

ii 

17.25 

IM 

5^ 

19.75 

53^ 

<1 

“ 

15 

33.0 

IVs 

4.29 

“33 

H 

12% 

ii 

35.0 

IM 

411 

ii 

8 

11.25 

VA 

411 

6A 

ii 

40.0 

2 

St’s- 

H 

it 

“ 

13.75 

1-h 

411 

H 

it 

45.0 

23^ 

53^ 

tt 

“ 

16.25 

1% 

4.^ 

“32 

“ 

ii 

50.0 

2A 

5^ 

fl 

tt 

“ 

18.75 

IVz 

5 

H 

<< 

ii 

56.0 

2A 

5^ 

tt 

46 


CAMBRIA  STEEL. 


MAXIMUM  SIZE  OF  RIVETS  IN  FLANGES 
OF  BEAMS  AND  CHANNELS. 


I-BEAMS. 

CHANNELS. 

Depth 

Diameter 

Depth 

Diameter 

Depth 

Diameter 

of 

Weight. 

of 

of 

Weight. 

of 

of 

Weight. 

of 

Beam. 

Rivets. 

Beam. 

Rivets. 

Channel. 

Rivets. 

Inches, 

Lbs.perFt. 

Inch. 

Inches. 

Lbs.perFt. 

Inch. 

Inches. 

Lbs.perFt. 

Inch. 

8 

5.50 

Vs 

15 

42.0 

H 

ii 

8 

4.00 

Vs 

4 

7.50 

Y? 

15 

60.0 

4 

5.25 

Y? 

6 

9.75 

15 

80.0 

Vs 

5 

6.50 

6 

12.25 

H 

18 

55.0 

<( 

6 

8.00 

Vs 

7 

15.00 

20 

65.0 

1 

7 

9.75 

ii 

8 

18.00 

H 

i€ 

20 

80.0 

ii 

8 

11.25 

H 

9 

21.00 

24 

80.0 

ii 

9 

18.25 

tt 

10 

25.00 

a 

10 

15.00 

12 

81.50 

12 

20.50 

it 

12 

40.00 

15 

88.00 

ii 

STANDARD  SPACING  OF  RIVET  AND  BOLT 
HOLES  IN  ANGLES,  WITH  MAXIMUM 
SIZE  OF  RIVETS  TO  BE  USED. 


1 


ANGLES. 


Length 

Leg. 

m 

Diameter 

of 

Rivet. 

Length 

Leg. 

m 

Diameter 

of 

Rivet 

Length 

Leg. 

m 

Diameter 

of 

Rivet. 

Inches. 

Inch. 

Inch. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inch. 

H 

2 

IVs 

% 

sy2 

1 

1 

A 

2\i 

% 

4 

^ og.S  03  , 

re3  bfj 

IV 

ii 

V 

2^ 

oT  "S 

1% 

% 

2% 

2% 

1% 

IV 

5 

6 

lU 

i 

Vs 

8 

1% 

% 

7 

8 

i ^ 

S-®  §.2 

ii 

ii 

CAMBKIA  STEEL.  47 


BEARING  PLATES  FOR  SHAPES  USED  AS 
BEAMS. 

Shapes  used  as  beams  resting  on  masonry  walls  or  piers  will  generally  require 
bearing  plates  of  steel  or  their  equivalents,  set  in  or  upon  the  masonry  to  prop- 
erly distribute  the  load  thereon  with  due  regard  to  the  allowable  safe  pressures 
for  the  class  of  stonework  or  brickwork  in  question. 

A table  of  bearing  plates  is  given  on  page  49,  which  gives  the  bearing  values 
in  pounds  for  plates  of  various  sizes  based  on  the  safe  unit  pressure  allowable  for 
different  classes  of  masonry.  As  the  strength  of  masonry  varies  largely  accord- 
ing to  the  qualities  of  the  material  used,  the  workmanship  and  age,  it  is  impossi- 
ble to  give  absolute  figures  for  safe  unit  pressures  for  all  classes  of  work,  but  the 
values  given  on  page  48  are  believed  to  fairly  represent  these  for  the  usual  kinds 
of  ordinary  architectural  masonry.  The  strength  of  ordinary  masonry  generally 
depends  upon  the  crushing  value  of  the  mortar  or  cement  used  and  does  not 
bear  any  fixed  relation  to  the  ultimate  strength  of  the  brick  or  stone  entering 
into  the  construction. 

The  table  of  bearing  plates  gives  the  bearing  values  of  various  sizes  of  plates 
when  used  with  different  classes  of  masonry,  but  the  thickness  of  the  plate 
should  be  computed  for  each  case. 

For  a plate  of  given  length  and  breadth  the  thickness  depends  upon  the 
allowable  load  and  unit  stress,  and  the  width  of  the  flange  of  the  beam  or 
channel  resting  upon  it. 

The  thickness  may  be  determined  by  the  following  formula 
t = .866a-b) 

t = thickness  of  plate  in  inches. 

1 = length  of  plate  in  inches,  in  a direction  perpendicular  to  the  axis  of  the 
beam  or  channel. 

b = width  of  flange  of  beam  or  channel  in  inches. 

R = reaction  at  point  of  support  in  pounds. 

For  uniformly  distributed  loads,  R = one-half  of  the  load  given  in  Tables  of  Safe 
Loads,  pages  84  to  100  inclusive. 

p = allowable  stress  in  pounds  per  square  inch  on  extreme  fibre  of  plate. 
b'_=  width  of  plate  in  the  direction  of  the  axis  of  the  beam  or  channel;  i.  e., 
bearing  on  wall  in  inches. 

If  p = 16  000  lbs.  for  steel  we  have 

t=. 00685  (1-b) 

Example. 

What  is  the  proper  size  of  steel  bearing  plate  to  be  used  in  a wall  of  brick  laid 
in  cement  mortar  to  support  the  end  of  a 10-inch  standard  I-Beam,  weighing  40 
pounds  per  foot,  of  10  foot  span,  subjected  to  its  safe  load  uniformly  distributed? 

On  page  87  in  the  Table  of  Safe  Loads  Uniformly  Distributed  for  Cambria 
I-Beams,  the  total  load  is  found  to  be  33  850  pounds,  and  half  of  this,  or  16  925 
pounds,  will  be  the  reaction  at  each  end. 

On  referring  to  the  Table  of  Bearing  Plates,  on  page  49,  the  proper  size  for 
this  load  on  the  class  of  masonry  in  question  is  found  to  be  6"  x 10".  The 
width  of  flange  of  a 10-inch  40  lb.  standard  beam  is  5.10  inches. 

Substituting  these  values  in  the  formula  for  thickness  gives 

t = .00685  (10  - 5.10)  = .562 

The  nearest  commercial  size  above  this  is  3^  inch,  which  is  the  thickness 
required. 

If  a shorter  plate  would  suit  the  location  better  it  may  be  seen  from  the  table 
that  a plate  8"  x 8"  will  give  the  necessary  bearing  value  and  the  thickness  of 
this  would  be 

t = .00685  (8  - 5.10)  -x  = .323 

\ 8x8 

and  the  nearest  commercial  size  above  this  is  which  is  the  thickness  required. 


48  CAMBRIA  STEEL. 


STANDARD 

BEARINGS  AND  BEARING  PLATES. 


Size 

Bearing  Plate. 

of  Beams  and 

Bearing. 

Channels. 

Dimensions. 

Area. 

Inches. 

Inches. 

Inches. 

Sq.  Inches. 

3 

6 

6 X 6 X f 

36 

4 

6 

6x  6x| 

36 

5 

6 

6 X 6 X f 

36 

6 

6 

6 X 6 X I 

36 

7 

8 

8 X 8 X § 

64 

8 

8 

8 X 8 X i 

64 

9 

8 

8 X 8 X J 

64 

10 

12 

12  X 12  X J 

144 

12 

12 

12  X 12  X f 

144 

15 

12 

12  X 15  X 1 

180 

18 

15 

15  X 15  X 1 

225 

20 

15 

15  X 18  X 1 

270 

24 

15 

15  X 18  X 1 

270 

SAFE  BEARING  VALUES  OF  WALL  PLATES 
FOR  VARIOUS  STYLES  OF  MASONRY. 


Material. 

Pounds 
per  Sq.  In. 

Tons 

per  Sq.  Ft. 

Rubble  Masonry  in  Cement  Mortar 

250 

18.0 

Brickwork  “ “ “ 

300 

21.6 

First  Class  Sandstone  (Dimension  Stone) . . 

400 

28.8 

“ Limestone  

500 

36.0 

“ “ Granite 

600 

43.2 

Portland  Cement  Concrete  1:2:4 

600 

43.2 

“ “ 1:2:5 

500 

36.0 

CAMBKIA  STEEL.  49 


BEARING  PLATES  FOR  I-BEAMS  AND  CHANNELS. 


Safe  Bearing  Value  of  Plate  in  1000  Pounds. 


Bearing 

on 

¥aU. 

Size 

of 

Plate. 

Rubble 
in  Cement 
Mortar. 

Brick 
in  Cement 
Mortar. 

Sand- 

stone. 

Lime- 

stone. 

Granite. 

Concrete. 

1;2:4. 

Concrete. 

1:2:5. 

250  lbs. 
per  sq.  in. 

300  lbs. 
per  sq.  in. 

400  lbs. 
per  sq.  in. 

500  lbs. 
per  sq.  in. 

600  lbs. 
per  sq. in. 

600  lbs. 
per  sq.  in. 

500  lbs. 
per  sq.  in. 

Ins. 

Ins. 

4 

4x  4 

4.0 

4.8 

6.4 

8.0 

9.6 

9.6 

8.0 

4 

4x6 

6.0 

7.2 

9.6 

12.0 

14.4 

14.4 

12.0 

4 

4x  8 

8.0 

9.6 

12.8 

16.0 

19.2 

19.2 

16.0 

6 

6x6 

9.0 

10.8 

14.4 

18.0 

21.6 

21.6 

18.0 

6 

6x8 

12.0 

14.4 

19.2 

24.0 

28.8 

28.8 

24.0 

6 

6x10 

15.0 

18.0 

24.0 

30.0 

36.0 

36.0 

30.0 

8 

8x  8 

16.0 

19.2 

25.6 

32.0 

38.4 

38.4 

32.0 

8 

8x10 

20.0 

24.0 

32.0 

40.0 

48.0 

48.0 

40.0 

8 

8x12 

24.0 

28.8 

38.4 

48.0 

57.6 

57.6 

48.0 

10 

10x10 

25.0 

30.0 

40.0 

50.0 

60.0 

60.0 

50.0 

10 

10x12 

30.0 

36.0 

48.0 

60.0 

72.0 

72.0 

60.0 

10 

10x14 

35.0 

42.0 

56.0 

70.0 

84.0 

84.0 

70.0 

12 

12x12 

36.0 

43.2 

57.6 

72.0 

86.4 

86.4 

72.0 

12 

12x14 

42.0 

50.4 

67.2 

84.0 

100.8 

100.8 

84.0 

12 

12x16 

48.0 

57.6 

76.8 

96.0 

115.2 

115.2 

96.0 

12 

12x18 

54.0 

64.8 

86.4 

108.0 

129.6 

129.6 

108.0 

14 

14x14 

49.0 

58.8 

78.4 

98.0 

117.6 

117.6 

98.0 

14 

14  X 16 

56.0 

67.2 

89.6 

112.0 

134.4 

134.4 

112.0 

14 

14x18 

63.0 

75.6 

100.8 

126.0 

151.2 

151.2 

126.0 

14 

14x20 

70.0 

84.0 

112.0 

140.0 

168.0 

168.0 

140.0 

16 

16x16 

64.0 

76.8 

102.4 

128.0 

153.6 

153.6 

128.0 

16 

16x18 

72.0 

86.4 

115.2 

144.0 

172.8 

172.8 

144.0 

16 

16x20 

80.0 

96.0 

127.0 

160.0 

192.0 

192.0 

160.0 

16 

16x22 

88.0 

105.6 

139.8 

176.0 

211.2 

211.2 

176.0 

18 

18x18 

81.0 

97.2 

129.6 

162.0 

194.4 

194.4 

162.0 

18 

18x20 

90.0 

108.0 

144.0 

180.0 

216.0 

216.0 

180.0 

18 

18x22 

99.0 

118.8 

158.4 

198.0 

237.6 

237.6 

198.0 

18 

18x24 

108.0 

129.6 

172.8 

216.0 

259.2 

259.2 

216.0 

20 

20x20 

100.0 

120.0 

160.0 

200.0 

240.0 

240.0 

200.0 

20 

20x22 

110.0 

132.0 

176.0 

220.0 

264.0 

264.0 

220.0 

20 

20x24 

120.0 

144.0 

192.0 

240.0 

288.0 

288.0 

240.0 

20 

20x26 

130.0 

156.0 

208.0 

260.0 

312.0 

312.0 

260.0 

Safe  Bearing  Value  of  Plate  = Area  of  Plate  (in  square  inches)  X Allowable 
Safe  Bearing  Value  (per  square  inch)  on  the  Masonry. 


60 


CAMBRIA  STEEL. 


STANDARD  CAST  IRON  SEPARATORS  FOR  I-BEAMS. 


Beams. 


Separators. 


Bolts,  Square  Heads 
and  Hex.  Nuts. 


Section 

Num- 

ber 

Depth. 

Weight 

per 

Foot. 

Out  to  Out 
of  Flanges 
of  Beams. 

Center 
to  Cen- 
ter of 
Beams. 

Thickness. 

Weight. 

Increase  of  Weight  for 
each  inch  additional 
spread  of  Beams. 

Diameter. 

Center  to  Cen- 
ter of  Bolts. 

g 

Weight 
of  Bolts 
and 
Nuts. 

2^  I 

l-S'S 

o g ® 
<D  U ^ 

d 

A 

B 

t 

C 

E 

1 “ c 

rt  *0  O 

Ins. 

Pounds. 

Inches. 

Inches. 

In. 

Pounds. 

Pounds. 

In. 

Ins. 

Ins. 

Pounds. 

Pound. 

SEPARATORS  WITH  ONE  BOLT. 


B 

5 

3 

5.5 

6A 

3 

3 

8 

1.0 

.17 

3 

4 

4 

.95 

.123 

B 

9 

4 

7.5 

5| 

3i 

U 

1.3 

.26 

U 

4i 

1.01 

u 

B 

13 

5 

9.75 

3i 

U 

1.8 

.36 

ti 

4J 

1.04 

u 

B 

17 

6 

12.25 

7* 

4 

1 

2 

3.0 

.59 

u 

5i 

1.11 

u 

B 

21 

7 

15.0 

7| 

4i 

a 

3.3 

.65 

u 

5i 

1.14 

u 

B 

25 

8 

18.0 

4i 

u 

3.8 

.72 

u 

5f 

1.17 

(i 

B 

29 

9 

21.0 

9A 

5 

u 

5.0 

.85 

u 

6i 

1.23 

u 

B 

33 

10 

25.0 

9| 

5i 

u 

7.0 

.98 

u 

6i 

1.26 

u 

B 

41 

12 

31.5 

lOf 

5| 

u 

7.5 

1.14 

u 

7 

1.32 

(C 

B 105 

12 

40.0 

Hi 

6 

u 

7.5 

1.14 

a 

7i 

1.38 

u 

SEPARATORS  WITH  TWO  BOLTS. 


B 41 

12 

31.5 

lOf 

6f 

1 

2 

7.8 

1.20 

3 

4 

6i 

7 

2.64 

.246 

B 105 

12 

40.0 

lU 

6 

a 

7.8 

1.20 

a 

a 

7i 

2.76 

u 

B 53 

15 

42.0 

Ilf 

6i 

u 

11.5 

1.50 

u 

7 

71 

2.82 

u 

B 109 

15 

60.0 

m 

6i 

u 

11.5 

1.50 

u 

u 

8i 

2.95 

u 

B 113 

15 

80.0 

13 

6i 

u 

11.5 

1.50 

u 

u 

9 

3.13 

u 

B 65 

18 

55.0 

12f 

6f 

5 

8 

16.5 

2.28 

u 

9 

8i 

2.95 

u 

B 73 

20 

65.0 

13i 

7 

U 

17.5 

2.60 

u 

10 

8i 

3.01 

a 

B 121 

20 

80.0 

14| 

7i 

it 

17.5 

2.60 

u 

ii 

9i 

3.19 

u 

B 89 

24 

80.0 

14i 

7f 

a 

25.5 

3.25 

u 

12 

9i 

3.19 

u 

Lengths  and  weights  of  separator  bolts  in  above  table  are  for  girders  composed 
of  two  beams  of  minimum  section  as  shown.  Lengths  of  bolts  for  intermediate 
and  maximum  sizes  of  beams  may  be  obtained  by  adding  twice  the  increase  of 
web  thickness  to  the  lengths  given. 


CAMBRIA  STEEL. 


51 


SPECIAL  CAST  IRON  SEPARATORS  FOR  I-BEAMS. 


Beams. 

Separators. 

Bolts,  Square  Heads 
and  Hex.  Nuts. 

Section 

Num- 

ber. 

"Si 

«> 

n 

Weight 

per 

Foot. 

Out  to  Out 
of  Flanges 
of  Beams. 

Center 
to  Cen- 
ter of 
Beams. 

1 

’J3 

E-H 

Weight. 

Increase  of  Weight  for 
each  inch  additional 
spread  of  Beams. 

A 

Center  to  Cen- 
ter of  Bolts. 

.xi 

t 

Weight 
of  Bolts 
and 
Nuts. 

Increase  of  Weight  of 

Bolts  for  each  in.  addi- 

tional spread  of  Beams. 

d 

A 

B 

t 

C 

E 

Ins. 

Pounds. 

Inches. 

Inches. 

In. 

Pounds. 

Pounds. 

In. 

Ins. 

Ins. 

Pounds. 

Pound. 

SEPARATORS  WITH  ONE  BOLT. 


B 5 

3 

5.5 

5A 

3 

3 

8 

1.1 

.29 

3 

4 

4 

.95 

.123 

B 9 

4 

7.5 

5| 

3i 

U 

1.6 

.38 

U 

a 

1.01 

u 

B 13 

6 

9.75 

6i 

U 

2.0 

.49 

u 

4f 

1.04 

u 

B 17 

6 

12.25 

7* 

4 

1 

2 

3.3 

.78 

il 

5| 

1.11 

u 

B 21 

7 

15.0 

71 

4i 

U 

3.9 

.92 

u 

5| 

1.14 

u 

B 25 

8 

18.0 

U 

4.7 

1.06 

u 

5| 

1.17 

u 

B 29 

9 

21.0 

9A 

5 

U 

5.9 

1.20 

a 

6i 

1.23 

u 

B 33 

10 

25.0 

9| 

5i 

U 

6.8 

1.33 

u 

6^ 

1.26 

u 

B 41 

12 

31.5 

lOJ 

5f 

U 

8.8 

1.61 

u 

7 

1.32 

a 

B105 

12 

40.0 

111 

6 

u 

8.9 

1.58 

u 

7i 

1.38 

u 

SEPARATORS  WITH  TWO  BOLTS. 


B 

41 

12 

31.5 

lOf 

5f 

1 

2 

9.5 

1.61 

3 

4 

7 

2.64 

.246 

B 

105 

12 

40.0 

lU 

6 

u 

9.5 

1.58 

U 

a 

7i 

2.76 

a 

B 

53 

15 

42.0 

Ilf 

u 

12.5 

2.02 

U 

7 

7i 

2.82 

iC 

B 

109 

15 

60.0 

12f 

6i 

u 

13.0 

1.97 

u 

u 

8i 

2.95 

u 

B 

113 

15 

80.0 

131 

7i 

(C 

13.2 

1.91 

a 

u 

9 

3.13 

u 

B 

65 

18 

55.0 

12f 

6f 

5 

19.8 

2.41 

u 

9 

8i 

2.95 

(( 

B 

73 

20 

65.0 

13i 

7 

({ 

22.9 

3.37 

u 

10 

8^ 

3.01 

u 

B 

121 

20 

80.0 

14f 

71 

u 

24.6 

3.34 

u 

u 

9i 

3.19 

u 

B 

89 

24 

80.0 

14f 

7f 

u 

30.3 

4.07 

u 

12 

n 

3.19 

il 

Lengths  and  weights  of  separator  bolts  in  above  table  are  for  girders  composed 
of  two  beams  of  minimum  section  as  showm.  Lengths  of  bolts  for  intermediate 
and  maximum  sizes  of  beams  may  be  obtained  by  adding  twice  the  increase  of 
web  thickness  to  the  lengths  given. 


52  CAMBBIA  STEEL. 


FIREPROOF  CONSTRUCTION. 

Buildings  of  fireproof  construction  consist  essentially  of  a steel 
frame  or  skeleton  to  support  the  floors,  and  in  the  case  of  high 
buildings,  the  outside  walls  also  are  carried  by  the  steel  framing. 
All  parts  of  the  steel  work  are  enclosed  and  protected  by  some 
fire-resisting  material,  which  should  be  of  such  quality  and 
arrangement  as  not  to  disintegrate  or  fall  away  when  heated  to 
high  temperatures  and  at  the  same  time  exposed  to  a stream  of  cold 
water.  The  fireproofing  for  the  floors,  in  addition  to  its  ability  to 
afford  a fireproof  protection  to  the  steel  beams,  must  be  capable  of 
supporting  the  load  and  distributing  it  to  the  floor  beams,  which 
in  turn  transmit  it  to  the  columns  and  thence  to  the  foundations. 

One  of  the  earlier  forms  of  floors  consists  of  brick  arches  built 
between  and  supported  by  the  bottom  flanges  and  lower  portions 
of  the  web  of  iron  or  steel  I-Beams,  but  this  style  has  considerable 
dead  weight  and,  as  ordinarily  constructed,  does  not  provide  fire- 
proof protection  for  the  bottom  flanges  of  the  beams.  Another  of 
the  earlier  forms  of  floor  is  composed  of  sheets  of  corrugated  iron 
arched  between  the  beams,  on  which  a concrete  filling  is  placed, 
and  this  also,  as  ordinarily  constructed,  does  not  provide  protec- 
tion for  the  bottom  flanges  of  the  beams,  besides,  it  is  quite  heavy. 

A later  style  of  floor  is  the  hollow  tile  system,  which  is  composed 
of  flat  or  segmental  arches  constructed  of  moulded  blocks  of  hard 
burned  clay,  specially  shaped,  and  of  various  depths  to  suit 
different  loads  and  the  sizes  of  the  I-Beams  supporting  them.  In 
the  hollow  tile  system,  the  blocks  may  also  be  of  porous  terra- 
cotta which  is  lighter  than  hard  clay. 

Various  other  systems  of  fireproofing  are  now  in  use,  the  most 
usual  forms  of  which  consist  of  cement,  concrete  or  other  material 
used  alone  or  deposited  or  arranged  about  a strengthening  or  sup- 
porting framework  of  steel  shapes,  bars,  rods,  wire,  wire-cloth,  etc. 

Column  or  girder  fireproofing  may  be  accomplished  by  the  use  of 
hard  clay  or  porous  terra-cotta  blocks  shaped  to  fit  and  enclose  the 
steel  work,  or  the  steel  may  be  wrapped  with  wire,  wire-cloth, 
metal  lath,  etc.,  and  a concrete  or  plastered  coating  applied  to  it. 

Fireproof  partitions  may  be  constructed  of  hollow  tile  composed 
of  hard  clay  or  porous  terra-cotta  to  which  the  plaster  finish  may 
be  directly  applied,  or  they  may  be  composed  of  suitable  metal 
studding  on  which  is  secured  the  wire-cloth  or  metal  lath  that 
serves  to  support  the  concrete  or  other  fireproofing,  the  surface 
then  being  plastered  in  the  usual  manner. 

The  dead  weights  of  fireproof  floors  vary  between  wide  limits 
dependent  upon  the  system  employed,  the  load  to  be  carried  and 
the  distance  between  the  supporting  beams. 


CAMBKIA  STEEL.  58 

WEIGHTS  OF  HOLLOW  TILE  FLOOR  ARCHES 

AND  FIREPROOF  MATERIALS. 

END  CONSTRUCTION,  FLAT  ARCH. 

Width  of  Span  between  Beams. 

Depth  of  Arch. 

Weight  per  Square  Foot. 

5 feet  to  6 feet. 

g « 7 « 

7 “ 8 « 

8 " 9 « 

8 inches. 

9 « 

10 

12  « 

27  pounds. 

29 

33 

38  « 

HOLLOW  BRICK  FOR  FLAT  ARCHES. 

(Side  Construction.) 

Width  of  Span  between  Beams. 

Depth  of  Arch. 

Weight  per  Square  Foot. 

3 feet  6 inches  to  4 feet  0 inches. 

4 « 0 « 4 6 

4 « 6 « 5 « Q « 

5 « 6 « 6 " 0 " 

g « 0 « 6 " 6 " 

6 « 6 « 7 « Q « 

6 inches. 

7 

8 « 

9 « 

10  « 

12  « 

27  pounds. 

29“ 

32 

36  « 

39  « 

44  « 

PARTITIONS. 

Thickness. 

Weight  per  Square  Foot. 

Hollow  Brick  (Clay)  Partitions. 

u u u u 

u u u a 

u u a <i 

u i(  a a 

(1  u a tc 

Porous  Terra-Cotta  Partitions. 

u u u a 

U ((  u u 

U iC  i(  u 

u u u u 

2 inches. 

3 “ 

4 

5 " 

6 « 

8 « 

3 « 

4 « 

5 « 

6 « 

8 « 

11  pounds. 

14 

15 

19  « 

20 

27  « 

16 

19  « 

22 

23 

33 

PURRING,  ROOFING  AND  CEILING. 

Thickness. 

Weight  per  Square  Foot. 

Porous  Terra-Cotta  Furring. 

" “ “ Roofing. 

<i  a u u 

u U U it 

" " " Ceiling. 

u a u u 

<(  u u u 

2 inches. 

2 

3 « 

4 « 

2 « 

3 

4 « 

8 pounds. 

12 

14 

18 

11 

14  « 

18 

6-inch  Segmental  Arches,  26J  pounds  per  square  foot. 

g_  u <<  a 02 

2-  Porous  Terra-Cotta  Partition,  8 pounds  per  square  foot. 

8"  X 3i"  X 2i"  Hollow  Brick,  3000  lbs.  per  1000. 

64  CAMBKIA  STEEIi. 


TABLES  OF  SAFE  LOADS -TERRA  COTTA  FLOOR 
ARCHES. 

The  Table  of  Safe  Loads  for  Flat  Arches,  page  55,  is  applicable 
to  all  shapes  of  blocks.  The  areas  given  are  obtained  by  passing 
a plane  through  the  blocks  at  right  angles  to  all  the  webs  and 
are  the  areas  for  1-foot  width  of  arch.  Generally  speaking,  end 
construction  blocks  of  various  shapes,  but  of  the  same  depth 
and  cross  sectional  area,  have  equal  strength.  The  weight  of 
the  arch  has  not  been  deducted  in  Table  of  Safe  Loads  for  Flat 
Arches.  Therefore,  this  and  other  dead  loads  must  be  deducted 
to  obtain  the  net  safe  live  load  for  any  arch  and  span. 

Example. — What  load  will  an  8-inch  arch  carry  (using  a 
Factor  of  Safety  of  5),  for  a span  of  5 feet  6 inches,  the  blocks 
having  a sectional  area  parallel  to  the  beams,  of  44.25  square 
inches? 

Area  of  8-inch  block  in  Table  = 37  sq.  ins. 

44.25  -i-  37  = 1.19,  Ratio  of  Actual  Area  to  Tabular  Area. 

Safe  Load  in  Table  = 228,  X 1.19  = 271  pounds  = Safe 
Load  for  Actual  Area. 

Weight  of  Arch  = 44.25  X 12  = 531  cu.  in.  X .06  = 32 
lbs.  per  sq.  ft. 

271  — 32  = 239  lbs.  = Safe  Load  in  lbs.  per  sq.  ft.  for 
S.  F.  of  7. 

271  X 7 -T-  5 = 379,  - 32  = 347  lbs..  Safe  Load  for  S.  F.  of  5. 


Tables  of  Safe  Loads  for  Segmental  Arches  in  spans  up  to  10 
feet  are  giVen  on  pages  56  and  57.  The  areas  of  the  blocks  for 
which  the  safe  loads  are  given  are  the  areas  per  foot  of  arch 
parallel  with  beams.  The  weight  of  the  arch  blocks  has  been 
deducted  in  the  Table,  so  that  only  the  dead  load  of  concrete 
fill,  plastering,  etc.,  must  be  deducted  to  obtain  net  live  load. 

Segmental  arch  construction  is  cheaper  than  flat  arch  con- 
struction, and  is  the  stronger  of  the  two.  Where  for  any  reason 
a flat  arch  is  not  deemed  necessary,  this  is  an  admirable  floor 
construction  to  use. 

Even  with  this  type  of  construction,  the  flat  ceiling  may  be 
secured  by  suspending  a metal  lath  ceiling  below  the  arch  from 
the  bottom  of  the  beams.  To  do  this,  however,  adds  so  much 
to  the  cost  that  it  is  generally  cheaper  to  use  the  Flat  Arch. 

Segmental  Arches  can  also  be  built  with  a raised  skew.  This 
flattens  the  arch  and  reduces  the  amount  and  consequently  the 
expense  of  the  cinder  concrete  fill,  but  it  also  reduces  the  strength 
of  the  arch. 

In  Segmental  Arches,  the  thrust  on  the  beams  (particularly 
at  the  bottom  of  beams)  is  very  great,  and  where  there  is  any 
doubt  of  the  beams*  sustaining  the  thrust,  it  is  desirable  to  use 
steel  tie  rods.  These  tie  rods  may  be  fireproofed  or  left  unpro- 
tected, the  best  practice  being  to  protect  them. 


CAMBRIA  STEEL.  65 


SAFE  LOADS  FOR  FLAT  FLOOR  ARCHES 
OF  SEMI-POROUS  TERRA  COTTA. 

As  given  by  manufacturers  of  this  material. 
Safety  Factor  7. 


ARCHES. 

6 ins. 

7 ins. 

8 ins. 

9 ins. 

10  ins. 

12  ins. 

15  ins. 

AREAS. 

Square  Inches. 

31 

34 

37 

40 

43 

49 

58 

SPANS. 

Pounds  per  Square  Foot. 

IFt.  6 In. 

1928 

2468 

3069 

3733 

4459 

6097 

9022 

2 “ 0 “ 

2 “ 6 “ 

1085 

694 

1388 

888 

1726 

1104 

2100 

1344 

2508 

1605 

3430 

2195 

5075 

3248 

3 “ 0 “ 

3 “ 3 “ 

3 “ 6 “ 

3 “ 9 “ 

482 

410 

354 

308 

617 

525 

453 

394 

767 

650 

563 

491 

933 

795 

685 

597 

1114 

950 

819 

713 

1524 

1299 

1120 

975 

2255 

1922 

1657 

1443 

4 “ 0 “ 

4 “ 3 “ 

4 “ 6 “ 

4 “ 9 “ 

271 

240 

214 

192 

347 

307 

274 

246 

431 

382 

341 

306 

525 

465 

414 

372 

627 

555 

495 

444 

857 

759 

677 

608 

1268 

1124 

1002 

900 

5 “ 0 “ 

5 “ 3 “ 

5 6 “ 

5 “ 9 “ 

173 

157 

143 

131 

222 

201 

183 

168 

276 

250 

228 

208 

336 

304 

277 

254 

401 

364 

331 

303 

548 

497 

453 

415 

812 

736 

671 

614 

6 “ 0 “ 

6 “ 3 “ 

6 “ 6 “ 

6 “ 9 “ 

120 

111 

154 

142 

131 

121 

191 

176 

163 

151 

233 

215 

198 

184 

278 

256 

237 

220 

381 

351 

324 

301 

563 

519 

480 

445 

7 “ 0 “ 

7 “ 6 “ 

113 

140 

122 

171 

149 

204 

178 

280 

243 

414 

360 

0000 

0)0 

107 

131 

116 

156 

138 

214 

190 

317 

281 

9 “ 0 “ 

9 “ 6 “ 

103 

123 

111 

169 

152 

250 

225 

10  “ 0 “ 

10  “ 6 “ 

100 

137 

124 

203 

184 

11  “ 0 “ 

11  “ 6 “ 

113 

103 

167 

153 

12  “ 0 “ 

95 

141 

Above  Safe  Loads  include  weight  of  arch  blocks  and  other  dead  load.  Aver- 
age weight  of  arch  blocks  (lbs.  per  sq.  ft.  of  arch)  = Sectional  Area  X 12  X .06. 


66  CAMBRIA  STEEL. 


SAFE  LOADS  FOR  TERRA  COTTA  SEGMENTAL 
FLOOR  ARCHES. 


As  given  by  manufacturers  of  this  material. 
Weight  of  Arch  Blocks  not  included. 
Factor  of  Safety  7. 


ARCHES. 

4 ins. 

6 ins.  1 

8 ins.  1 

10  ins. 

Square  Inches. 

28 

36  1 

43 

47 

SPANS. 

RISE. 

Pounds  per  Square  Foot. 

Pt.-iiis. 

Inches. 

H 

702 

902 

1078 

1178 

1 

920 

1148 

1414 

1545 

4-0 

IH 

1155 

1485 

1774 

1939 

1353 

1740 

2079 

2272 

IH 

1545 

1986 

2373 

2593 

2 

1736 

2233 

2667 

2915 

616 

792 

946 

1034 

1 

812 

1044 

1247 

1363 

4-6 

IH 

1020 

1313 

1568 

1713 

1196 

1539 

1838 

2009 

IH 

1381 

1775 

2121 

2318 

2 

1536 

1975 

2359 

2578 

H 

651 

709 

847 

926 

1 

744 

951 

1143 

1249 

5-0 

IH 

911 

1172 

1400 

1530 

IH 

1072 

1379 

1647 

1800 

IK 

1238 

1592 

1902 

2078 

2 

1379 

1773 

2118 

2315 

K 

499 

641 

766 

837 

1 

672 

864 

1032 

1128 

6-6 

IK 

826 

1062 

1269 

1387 

984 

1266 

1512 

1662 

IK 

1119 

1439 

1719 

1879 

2 

1258 

1619 

1933 

2113 

K 

455 

685 

699 

764 

1 

612 

788 

941 

1028 

6-0 

IK 

753 

969 

1157 

1265 

898 

1154 

1379 

1507 

IK 

1022 

1315 

1570 

1716 

2 

1148 

1476 

1763 

1927 

K 

428 

551 

658 

719 

1 

662 

724 

864 

944 

6-6 

IK 

701 

902 

1077 

1177 

823 

1058 

1264 

1382 

IK 

947 

1218 

1455 

1590 

2 

1055 

1358 

1622 

1772 

K 

394 

508 

606 

662 

7-0 

1 

520 

669 

799 

873 

IK 

648 

834 

996 

1089 

CAMBRIA  STEEL.  57 


SAFE  LOADS  FOR  TERRA  COTTA  SEGMENTAL 
FLOOR  ARCHES. 

As  given  by  manufacturers  of  this  material. 


Weight  of  Arch  Blocks  not  included.  . ^ 

Factor  of  Safety  7. 


ARCHES. 

4 ins. 

6 ins. 

8 ins. 

1 10  ins. 

Square  Inches. 

AREAS. 

28 

36 

1 48 

47 

SPANS. 

RISE. 

. .■» 

•s'* 

Pounds  per  Square  Foot. 

Ft.-ins. 

Inches. 

iy2 

762 

981 

1171 

1280 

7-0 

1% 

876 

1127 

1346 

1471 

2 

983 

1264 

1510 

1650 

366 

471 

563 

615 

1 

482 

621 

741 

810 

7-6 

IM 

602 

774 

925 

1011 

VA 

715 

920 

1099 

1201 

IH 

815 

1049 

1253 

1369 

2 

915 

1176 

1405 

1536 

H 

341 

439 

525 

573 

1 

457 

588 

703 

768 

8-0 

IH 

562 

724 

864 

944 

lA 

668 

859 

1026 

1122 

IH 

767 

987 

1179 

1288 

2 

854 

1099 

1312 

1434 

319 

411 

491 

536 

1 

428 

551 

658 

719 

8-6 

lA 

527 

678 

810 

885 

lA 

626 

806 

963 

1052 

IH 

719 

926 

1106 

1208 

2 

807 

1037 

1239 

1354 

A 

300 

386 

461 

504 

1 

403 

518 

619 

677 

9-0 

lA 

501 

645 

770 

842 

lA 

590 

758 

906 

990 

lA 

677 

871 

1041 

1137 

2 

759 

977 

1167 

1275 

A 

283 

364 

435 

475 

1 

380 

489 

584 

638 

9-6 

lA 

472 

608 

726 

793 

lA 

561 

721 

862 

942 

lA 

639 

823 

983 

1074 

2 

717 

923 

1102 

1204 

A 

267 

344 

411 

449 

1 

359 

462 

552 

603 

10-0 

lA 

447 

576 

688 

751 

lA 

531 

683 

816 

892 

lA 

610 

784 

937 

1024 

2 

683 

879 

1050 

1147 

58  CAMBRIA  STEEL. 


TESTS  OF  FLOOR  ARCHES. 

Reports  of  tests  of  various  forms  of  floor  arches  may  be  found 
in  the  American  Architect^  March,  1891,  and  in  the  Engineering 
Record  for  September  and  October,  1897. 

A paper  on  this  subject,  entitled  “Tests  of  Fire-proof  Flooring 
Material,”  was  published  in  the  Transactions  of  the  American 
Society  of  Civil  Engineers^  with  discussions,  in  Vols.  xxxiv  and 
XXXV,  dated  1895  and  1896. 

A summary  of  the  principal  data  and  results  of  the  tests  which 
were  the  subject  of  the  latter  paper  is  given  in  the  following  table: 


BREAKING  LOAD  OF  HOLLOW  TILE  ARCHES. 


Depth 

of 

Arch. 

Rise. 

Span. 

Length. 

Total 

Load. 

Load 

per 

Sq.Foot. 

Total 

Hori- 

zontal 

Thrust. 

Hori- 
zontal 
Thrust 
per  Ft. 
of 

Arch. 

BLOCKS. 

Character 

of 

Load. 

Manner 

of 

Laying 

Joints. 

<P 

1 

Ins. 

Ins. 

Ins. 

Ins. 

Lbs. 

Lbs. 

Lbs. 

6. 

3.5 

60 

48. 

13750 

688 

29474 

7369 

E 

Hard 

Dis. 

Port. 

7.5 

5. 

46 

11.5 

9000 

2452 

10367 

10818 

u 

Cl 

Cl 

N.M. 

7.5 

5. 

60 

35.2 

11250 

33750 

11505 

Cl 

Cl 

Cen. 

Port. 

7.5 

5. 

60 

36.5 

13000 

39000 

12822 

(1 

Porous 

Cl 

cc 

8. 

7. 

60 

38.25 

14500 

31071 

9747 

Cl 

Cl 

Cl 

IC 

8. 

7. 

60 

38.25 

15750 

33750 

10588 

Cl 

Hard 

ll 

Cl 

12. 

10. 

60 

41. 

16400 

24600 

7200 

Cl 

Cl 

ll 

ll 

12. 

8.75 

60 

10. 

3100 

5314 

6377 

Cl 

Cl 

ll 

N.M. 

12. 

9. 

60 

10. 

5000 

8333 

10000 

Cl 

Cl 

ll 

Cl 

12. 

9. 

60 

10. 

15100 

3630 

12583 

15100 

Cl 

Cl 

Dis. 

ll 

12. 

9.5 

60 

10. 

2500 

3947 

4736 

Cl 

Cl 

Cen. 

8. 

5.5 

46 

11.5 

2500 

681 

2614 

2727 

s 

Cl 

Dis. 

N.M. 

8. 

5. 

45 

11.5 

1300 

362 

1463 

1.526 

Cl 

Cl 

Cl 

Cl 

8. 

6. 

60 

36. 

10000 

25000 

8333 

Cl 

Cl 

Cen. 

Port. 

8. 

5. 

60 

36. 

5700 

380 

8550 

2850 

Cl 

Cl 

Dis. 

Cl 

8. 

5. 

60 

12. 

3500 

700 

5250 

5250 

Cl 

Cl 

Cl 

N.M. 

8. 

5.5 

60 

12. 

10000 

2000 

13636 

13636 

Cl 

Cl 

ll 

Cl 

8. 

5.5 

60 

12. 

2500 

6818 

6818 

Cl 

Cl 

Cen. 

Cl 

8. 

5.5 

60 

24. 

9950 

995 

13568 

6784 

Cl 

Cl 

Dis. 

Cl 

8. 

5.5 

60 

24. 

2500 

6818 

3209 

Cl 

Cl 

Cen. 

Cl 

10. 

7.5 

60 

36. 

13500 

900 

13500 

4500 

Cl 

Cl 

Dis. 

Port. 

10. 

8. 

60 

37. 

14500 

940 

13594 

4408 

Cl 

Cl 

cc 

Note. — In  the  above  table  the  following  abbreviations  are  used:  “E,  ” 
End  Construction;  “S,”  Side  Construction;  “Hard,”  Hard  Clay;  “Porous,” 
Porous  Terra-Cotta;  “Dis.,”  Distributed  Load;  “Cen.,”  Concentrated  Load 
at  Center;  “Port.,”  Portland  Cement,  and  “N.  M.,”  No  Mortar. 

The  Loads  per  Sq.  Foot  in  the  above  table  were  obtained  in  all  cases  by 
dividing  the  Total  Load  by  the  superficial  area  of  the  arch  in  square  feet. 
The  Horizontal  Thrust  for  Distributed  and  Central  Loads  was  obtained 
by  formulae  similar  to  those  given  therefor  on  one  of  the  preceding  pages, 
and  for  Central  Loads  this  is  double  that  for  a Distributed  Load  of  the  same 
weight. 


CAMBRIA  STEEL.  69 

THRUST  OF  ARCHES. 

The  horizontal  thrust  of  segmental  floor  arches,  on  the  assump- 
tion of  uniform  loading,  may  be  found  by  the  following  formula: 

_ 3WL^ 

2R 

in  which 

T = pressure  or  thrust  in  pounds  per  lineal  foot  of  arch. 

W = load  on  arch  in  pounds  per  square  foot,  uniformly  distributed. 
L = span  of  arch  in  feet. 

R = rise  of  segmental  arch  in  inches. 

For  a concentrated  load  at  the  center,  of  weight  P,  the  thrust 


For  arches  with  flat  tops  and  bottoms,  such  as  are  used  in  floors, 
the  voussoir  joints  on  each  side  of  the  central  key  are  usually  laid 
out  on  parallel  lines,  and  in  these  cases  the  thrust  may  be  deter- 
mined approximately  by  using  for  R,  in  the  above  formula,  the 
effective  depth  of  the  arch,  which  is  somewhat  less  than  the 
nominal  depth,  as  indicated  on  page  61. 

For  segmental  arches  the  rise  R is  the  vertical  dista-nce  from  the 
highest  part  of  the  intrados  to  the  plane  of  the  springing  line.  If 
the  radius  of  the  intrados  for  segmental  arches  is  r,  the  rise  may 
be  obtained  from  the  following  formula : 


conversely,  ^ "2  + gR 

TIE  RODS. 

Although  in  the  completed  structure  the  horizontal  thrusts  of 
adjoining  arches  may  counterbalance  each  other,  the  tie  rods 
should  be  so  proportioned  and  spaced  as  to  withstand  the  entire 
thrust  of  the  arches,  thus  tying  the  structure  together  and  facili- 
tating the  construction. 


60  CAMBKIA  STEEL. 


SPACING  OF  TIE  RODS  FOR  TILE  ARCHES. 

The  table  on  the  next  page  was  computed  from  the  following 
formula,  which  was  obtained  from  that  giving  the  thrust  of 
arches  on  page  59. 

A X R X 10  000 
WL2 

in  which 

B = spacing  of  tie  rods  in  feet. 

A = net  area  of  rod  in  square  inches. 

R = rise  of  arch  in  inches. 

W = load  in  pounds  per  square  foot  of  the  arch. 

L = span  of  arch  in  feet. 

The  above  formula  gives  the  spacing  of  tie  rods  corresponding 
to  a tensile  stress  in  the  rods  of  15  000  pounds  per  square  inch, 
without  considering  the  flexure  of  the  beams. 

In  spacing  tie  rods,  the  lateral  strength  of  beams,  for  flexure  due 
to  the  thrust  of  the  arches,  should  be  taken  into  consideration, 
explanations  for  which  are  given  on  pages  62  to  65  inclusive. 

Spacings  for  other  loads  than  that  of  the  table  may  be  found 
by  proportion,  thus: 

Required  spacing  = 

100  + weight  of  arch  in  pounds  per  square  foot  . , . . ^ , 

^ — , . ■ j—. — .---r 7-T--rr TT  X spacing  from  table. 

New  load  in  lbs.  per  sq.  ft.  + weight  of  arch  in  lbs.  per  sq.  ft. 

Weights  of  tile  arches  per  square  foot  are  given  on  page  53. 

As  noted  under  the  heading  “Lateral  Strength  of  Beams,”  on 
pages  66  and  67,  care  should  be  taken  that  the  spacing  of  tie  rods 
is  not  greater  than  twenty  times  the  least  flange  width,  otherwise 
the  safe  loads  should  be  reduced  to  compensate  for  the  strains 
produced  by  flexure  of  the  upper  flange  considered  as  a column 
in  compression. 


CAMBKIA  STEEL.  61 


SPACING  OF  TIE  RODS  FOR  TILE  ARCHES 
IN  FEET. 


For  a uniform  load  of  100  lbs.  per  square  foot  in  addition  to  the 
weight  of  the  arch. 


Span  of  Arch. 

Diameter  of 

Tie  Rods. 

Nominal  Depth  of  Arch. 

Inches. 

6 

7 

8 

9 

10 

12 

Effective  Depth  or  Rise  of  Arch. 

Inches. 

Feet. 

Inch. 

8.6 

4.6 

5.6 

6.6 

7.6 

9.6 

3 

5 

8 

6.4 

8.0 

9.5 

10.9 

12.3 

15.0 

u 

3 

4 

9.5 

12.0 

14.2 

16.3 

18.3 

22.4 

u 

7 

8 

13.2 

16.6 

19.8 

22.6 

25.5 

31.1 

4 

5 

8 

3.6 

4.5 

5.4 

6.1 

6.9 

8.4 

u 

3 

4 

5.4 

6.7 

8.0 

9.2 

10.3 

12.6 

u 

7 

8 

7.4 

9.4 

11.1 

12.7 

14.3 

17.5 

5 

5 

8 

2.3 

2.9 

3.4 

3.9 

4.4 

5.4 

u 

3 

4 

3.4 

4.3 

5.1 

5.9 

6.6 

8.0 

a 

7 

8 

4.8 

6.0 

7.1 

8.1 

9.2 

11.2 

6 

5 

8 

2.0 

2.4 

2.7 

3.1 

3.7 

a 

3 

4 

3.0 

3.6 

4.1 

4.6 

5.6 

u 

7 

8 

4.2 

4.9 

5.7 

6.4 

7.8 

7 

5 

8 

2.0 

2.3 

2.8 

u 

3 

4 

3.0 

3.4 

4.1 

u 

7 

8 

4.2 

4.7 

5.7 

8 

5 

8 

1.7 

2.1 

u 

3 

4 

. . 

2.6 

3.1 

a 

7 

8 

. . 

, . 

, , 

, , 

3.6 

4.4 

62  CAMBRIA  STEEL. 


LATERAL  STRENGTH  OF  BEAMS  TO  RESIST 
FLEXURE  DUE  TO  THRUST  OF 
ARCHES,  ETC. 

In  special  cases  where  the  thrust  of  a floor  arch  is  exerted  against 
a beam,  channel,  angle  or  other  shape  without  other  lateral  sup- 
port than  the  tie  rods,  or  braces,  this  will  produce  lateral  flexure 
and  stresses  in  addition  to  those  caused  by  the  vertical  loading. 
Throughout  the  body  of  the  floor  the  thrusts  of  the  adjoining 
arches,  when  completed,  will  usually  counterbalance  each  other, 
but  in  the  outer  beams  around  shafts  or  elsewhere,  if  unsupported 
sideways,  the  stresses  due  to  the  lateral  forces  should  be  considered. 

The  total  allowable  stress  per  square  inch  for  the  extreme  fibres 
of  beams  has  been  placed  at  16  000  pounds  per  square  inch,  and 
in  order  that  this  may  not  be  exceeded  owing  to  lateral  stresses, 
the  stress  due  to  vertical  loading  should  be  correspondingly 
reduced  so  that  the  resultant  intensity  shall  not  exceed  the 
allowable  limit.  This  may  be  calculated  by  considering  the  beam 
as  continuous  and  laterally  supported  at  intervals  by  the  tie  rods, 
the  spans  being  equal  to  the  spacing  of  the  rods. 

In  this  case  the  fibre  stress  due  to  the  lateral  forces  is: 


in  which 


, WX1B2 

P =-f7- 


(1) 


p'  = fibre  stress  in  pounds  per  square  inch  due  to  lateral  forces, 
w = lateral  load  or  thrust  in  pounds  per  lineal  foot  of  section  used 
as  a beam. 

Xi  = distance  of  the  extreme  fibre  from  the  neutral  axis  in  inches. 
B = distance  between  tie  rods  or  lateral  supports  in  feet. 

I'  = moment  of  inertia  about  the  vertical  axis  of  the  section  or 
that  one  at  right  angles  to  the  line  of  application  of  the 
lateral  forces. 


For  I-Beams  with  the  web  placed  vertically,  as  usual,  xi 


becomes  equal  to  — , where  b is  the  width  of  the  flange  in  inches. 


In  this  case  the  above  formula  for  intensity  of  unit  stress  due  to 
lateral  load  becomes: 


, wbB^ 

P =TF 


(2) 


CAMBRIA  STEEL.  63 


In  order  that  the  total  resultant  intensity  of  unit  stress  shall 
not  exceed  the  allowable  limit  of  16  000  pounds  per  square  inch, 
the  stress  due  to  vertical  loading  must  be  reduced  by  the  amount 
of  the  intensity  of  stress  due  to  the  horizontal  thrust  of  the  arch, 
as  determined  by  formula  (2). 

If  p'  represents  the  intensity  of  unit  stress  due  to  the  horizontal 
thrust  of  the  arch,  and  p the  corresponding  allowable  intensity 
of  unit  stress  due  to  the  vertical  loading,  then 

*p  = 16  000  - p' 

Having  thus  obtained  the  reduced  vertical  stress  p,  the  safe 
vertical  load  of  the  tables  corresponding  to  this  stress  should  ac- 
cordingly be  reduced  by  multiplying  it  by  the  ratio 

similarly  for  other  stresses  and  corresponding  loads,  thus  making 
proper  allowance  for  the  additional  stresses  produced  by  the 
lateral  forces. 

If  the  reduction  of  the  safe  loads  on  this  account  is  a consider- 
able proportion  of  the  original  amount  due  to  vertical  loading 
only,  it  would  be  more  economical  to  provide  lateral  braces  or  tie 
rods  at  shorter  intervals,  thus  avoiding  the  use  of  an  excessive 
amount  of  material  in  the  beam. 

As  the  stresses  due  to  vertical  forces  for  usual  cases  of  loading  are 
a maximum  at  the  center  of  the  span  it  will  ordinarily  be  sufficient 
to  space  the  tie  rods  or  braces  at  shorter  intervals  near  the  center 
in  order  to  allow  for  the  combined  stresses  due  to  vertical  loading 
and  horizontal  thrUvSts. 

The  above  method  of  calculation  is  not  exact  when  considering 
the  lateral  thrust  of  arches,  or  loads  from  similar  materials  which 
do  not  exert  a uniform  pressure  throughout  their  surfaces  of  con- 
tact with  the  sustaining  beam  on  account  of  the  friction  and  bond 
of  their  component  parts,  but  this  analysis  of  the  stresses  may 
serve  as  a guide  in  designing. 

The  above  formulae  should  be  used  in  connection  with  the 
tables  and  formula  given  on  pages  66  and  67  relating  to  the 
lateral  strength  of  beams,  due  to  compression  of  the  upper  flange 
figured  as  a column  between  points  of  lateral  support. 

* This  method  of  treatment  gives  approximate  results  which  are  on  the  side 
of  safety. 

The  correct  determination  can  be  secured  by  the  use  of  the  section  modulus 
polygon.  (See  Transactions  of  the  American  Society  of  Civil  Engineers, 
Vol.  LVI,  1906,  page  169  et  seq. 


64  CAMBRIA  STEEL. 


Example. 

What  is  the  proper  size  of  I-Beam  without  other  lateral  support 
than  the  usual  tie  rods,  corresponding  to  a total  fibre  stress  of 
16  000  pounds  per  square  inch  under  the  following  conditions? 
The  beam  is  18  feet  between  end  supports  and  carries  a tile  arch 
on  one  side  having  a nominal  depth  of  9 inches,  effective  depth  of 
6.6  inches,  a span  of  5 feet,  designed  to  carry  a superimposed  load 
of  75  pounds  per  square  foot  in  addition  to  the  weight  of  the  arch 
and  other  floor  materials.  The  hollow  tile  arch  weighs  36  pounds 
per  square  foot  and  the  other  materials,  including  plastering, 
weigh  14  pounds,  making  a total  load,  exclusive  of  the  weight  of 
the  beam,  equal  to  125  pounds  per  square  foot. 

For  tie  rods  of  J"  diameter  the  spacing  between  them  would  be 
5.9  feet,  as  shown  by  the  table  of  Spacing  of  Tie  Rods  on  page  61 
in  which  the  safe  stresses  in  the  rods  only  are  considered. 

Substituting  the  proper  values  in  the  formula  for  lateral  thrust 
of  arches,  given  on  page  59,  this  will  be 


rp  3 X 125  X 5^  »7m  1*  1^4. 

^ “ — o~w  (Ta — “ lineal  foot. 

X 0.0 


Substituting  this  value  for  w in  formula  (2)  page  62,  and  assum- 
ing a 10"  beam  25  lbs.  per  foot,  the  moment  of  inertia  of  which  is 
6.89,  as  given  in  the  Tables  of  Properties  of  I-Beams,  page  158, 
we  have 


, ^ 710  X 4.66  X 5.92 
P 2 X 6.89 


= 8 358  lbs.  per  sq.  in. 


Therefore  p = 16  000  — 8 358  = 7 642  lbs.  per  sq.  in. 
Hence  the  safe  load  as  determined  by  the  consideration  of 


vertical  loads  only,  should  be  reduced  to 


7 642  . . 

^0  QQQ>  or  approximately 


.48  of  the  amount  given  by  the  Tables  of  Safe  Loads  in  case  the 
spacing  of  the  tie  rods  is  not  changed. 

The  safe  vertical  load  for  a 10"  beam,  weighing  25  lbs.  per  foot, 
18  feet  long  between  supports,  for  fibre  stress  of  16  000  lbs.  per 
square  inch,  is  14  470  lbs.  uniformly  distributed,  including  the 
weight  of  the  beam  as  given  in  the  Tables  of  Safe  Loads,  on  page 
87,  or  14  020  exclusive  of  the  weight  of  the  beam,  and  .48  of  this 
is  6 730  lbs.,  which  is  the  vertical  load  it  can  safely  carry  in  order 
that  the  total  stress  due  to  it  and  the  lateral  thrust  shall  not 
exceed  16  000  lbs.  per  square  inch. 


CAMBRIA  STEEL. 


65 


The  actual  vertical  load  on  the  beam  under  consideration  is  as 
follows : 

|x  18  X 125  = 5 625  lbs., 


which  is  less  than  the  allowable  amount,  6 730  lbs.,  as  figured 
above,  so  that  a smaller  beam  may  suffice. 

Therefore,  assume  a 9-inch  beam,  weighing  21  lbs.  per  foot,  the 
moment  of  inertia  of  which  about  an'  axis  coincident  with  center 
line  of  web  is  found  in  the  Table  of  Properties,  on  p.  158,  to  be  5.16. 
In  this  case 

v.'  A oo  vx  cr  not 

2 X 5.16 

Substituting  this  in  the  formula  for  p we  have 

p = 16  000  — 10  370  = 5 630  lbs.  per  sq.  in. 

5 630 

Therefore  the  safe  vertical  load  will  be  or  approximately 


, 710  X 4.33  X 5.S 

P = 


.35  of  the  tabular  vsafe  load. 

The  safe  vertical  load  for  a 9"  21  lb.  beam,  18  feet  long,  for  a 
fibre  stress  of  16  000  lbs.  per  square  inch  is  11  180  lbs.,  as  given  in 
the  Table  of  Safe  Loads,  on  page  87,  and  .35  of  this,  after  deduct- 
ing weight  of  the  beam,  is  3 781  lbs.,  which  is  less  than  the  actual 
amount,  5 625  lbs.,  as  calculated  above,  so  that  the  9"  21  lb.  beam 
will  not  suffice. 

If  the  spacing  of  the  tie  rods  at  the  center  be  reduced  from  5.9 
feet  to  3.25  feet,  it  may  be  found,  in  a manner  similar  to  that  used 
in  the  above  calculations,  that  the  safe  vertical  load  for  an  8" 
I-Beam,  weighing  18.0  lbs.  per  foot,  is  reduced  to  .74  of  its  tabular 
value  of  8 430  lbs.,  or  6 328  lbs.,  and  as  this  amount  is  greater  than 
the  actual  load  as  above,  namely,  5 625  lbs.,  the  8"  beam  would 
answer  the  purpose,  under  the  changed  conditions  as  to  spacing 
of  tie  rods.  As  this  beam  might  deflect  beyond  the  limit  for 
plastered  ceilings,  it  should  be  examined  in  accordance  with  the 
rule  or  formula  given  for  obtaining  safe  deflections  in  the  explana- 
tion of  the  Tables  of  Safe  Loads,  and  elsewhere  herein. 

Calculating  this  by  the  rule  given  on  page  80,  the  safe  load  for 
the  allowable  limit  of  deflection  is 


_ 9 480  X 16^ 
182 


= 7 491  lbs., 


which  is  greater  than  the  actual  amount,  5 625  lbs.,  so  that  the  8" 
beam  is  sufficient  and  proper  if  the  spacing  of  central  tie  rods  be 
changed  to  3.25  feet,  as  assumed  in  the  last  case. 


66  CAMBKIA  STEEL. 


LATERAL  STRENGTH  OF  BEAMS, 

WITHOUT  LATERAL  SUPPORT. 

The  Tables  of  Safe  Loads  for  Cambria  I-Beams  and  Channels 
and  Tables  of  Spacing  of  Cambria  I-Beams,  on  pages  84  to  111, 
are  calculated  on  the  assumption  that  proper  provision  is  made 
for  preventing  lateral  deflection  by  means  of  tie  rods  or  other 
braces.  In  order  to  prevent  undue  strains  in  the  compression 
flange,  considered  as  a column,  the  beams  should  be  supported 
laterally  at  distances  not  exceeding  twenty  times  the  flange  width, 
this  ratio  being  determined  by  the  following  formula,  which 
gives  the  safe  load  for  solid  columns  of  soft  steel: 

18000 
P J2 

^ 30001^2 

in  which 

p = allowable  stress  in  pounds  per  square  inch. 

1 = length  between  lateral  supports  in  inches, 
b = width  of  flange  in  inches. 

Substituting  16  000  for  p in  the  above  formula,  which  is  the 
allowable  unit  stress  of  the  safe  load  tables,  it  is  found  that  the 

ratio  = 19.37,  from  which  it  may  be  seen  that  the  compression 
b 

flange  should  be  supported  laterally  at  distances  not  exceeding 
twenty  times  the  flange  width  as  stated  above. 

Beams  which  are  not  thus  supported  laterally  should  not  be 
loaded  to  their  full  transverse  capacity.  The  allowable  fibre 
stresses  and  proportions  of  their  full  loads  which  they  can  safely 
carry  when  laterally  supported  at  various  distances  is  given  in 
the  following  table; 


CAMBKIA  STEEL.  67 


REDUCTION  IN  VALUES  OF  ALLOWABLE  FIBRE 
STRESS  AND  SAFE  LOADS  FOR  SHAPES 
USED  AS  BEAMS  DUE  TO  LATERAL 
FLEXURE. 


Ratio  of  Span 
or  Distance 
between 
Lateral 
Supports  to 
Flange  Width. 

Allowable  Unit 
Stress  for  Direct 
Flexure  in 
Extreme  Fibre. 

Proportion 

of 

Tabular 

Safe  Load 

to  be  Used. 

Ratio  of  Span 
or  Distance 
between 
Lateral 
Supports  to 
Flange  Width. 

Allowable  Unit 
Stress  for  Direct 
Flexure  in 
Extreme  Fibre. 

Proportion 

of 

Tabular 

Safe  Load 

to  be  Used.- . 

1 

b 

P 

1 

b 

P 

19.37 

16000 

1.0 

65 

7474 

20 

15882 

.99 

70 

6835 

#•39 

25 

14897 

.93 

75 

6261 

30 

13846 

.87 

80 

5281.^ 

7^  .36 

35 

12781 

.80 

85 

,33 

40 

11739 

.73 

90 

4865' 

.30 

45 

10746 

.67 

95 

4451 

.28 

50 

9818 

.61 

100 

'U154 

.26 

55 

8963 

.56 

105 

3850 

.24 

,60 

8182 

.51 

no 

3576 

.22 

The  above  table  should  be  used  in  connection  with  the  Tables  of 
Safe  Loads  Uniformly  Distributed  for  Cambria  I-Beams  and 
Channels,  on  pages  84  to  100  inclusive,  and  limits  the  values  found 
therein  under  the  conditions  given  above. 

Example. 

Required  the  safe  load  for  a 15-inch  standard  I-Beam  weighing 
42  pounds  per  foot  for  a span  of  30  feet  without  lateral  supports: 

From  the  data  the  ratio  = 65. 

b 0.0 

From  the  above  table  the  proportion  of  the  safe  load  which  the 
beam  can  safely  support  under  these  conditions  is  .47.  From  the 
Table  of  Safe  Loads  for  I-Beams,  page  89,  the  safe  load  for  this 
beam  when  properly  supported  laterally  is  20  940  pounds,  which 
multiplied  by  .47  gives  9 842  pounds  as  the  safe  load  uniformly 
distributed  under  the  conditions  given,  including  the  weight  of 
the  beam,  or  8 582  pounds  superimposed  load. 


68 


CAMBRIA  STEEL. 


APPROXIMATE  WEIGHTS  OF  VARIOUS 
ROOF  COVERINGS. 

In  Pounds  per  Square  Foot. 


Copper  Sheeting,  B.  W.  G.  No.  22 

Corrugated  Iron,  B.  W.  G.  Nos.  26  to  16 

Felt,  two  Layers 

Felt  and  Asphalt 

Felt  and  Gravel,  % inch  thick 

Galvanized  Iron,  B.  W.  G.  Nos.  26  to  16 

Lath  and  Plaster  Ceiling,  Ordinary 

Sheathing,  1 inch  thick.  Hemlock 

“ “ “ White  Pine  or  Spruce. 

“ “ “ Yellow  Pine 

Shingles,  16  inch,  laid  5^  inch  to  weather. . . . 

Skylight  Glass,  A to  H inch  thick 

Slates,  H to  inch  thick,  3 inch  double  lap 

Slag  Roofing,  4-ply,  with  cement  and  sand. . . 

Tiles.  See  Page  53 

Tin 

Zinc,  B.  W.  G.  No.  20 


1-3M 

2 

63^ 

1-3 

6-8 

2 

2H 

4 

2 

2>^-7 

4-7 

4 

8-20 

M-1 

1)^ 


APPROXIMATE  WEIGHT  OF  ROOFS  INCLUDING  FRAMING: 


Corrugated  Sheets 8-10 

Shingle 6-10 

Slate 12-15 

Tar  and  Gravel 10-12 

Tin 6-8 

Tile 20-30 

If  roof  is  plastered  underneath,  add  to  values  given  above 6 


Weight  of  Roof  Truss  with  span  of  75  feet  or  less 5 

Snow  Load — 25  lbs.  per  horizontal  square  foot  of  roof  for  all  slopes 
up  to  20°,  reduced  1 lb.  for  each  degree  of  slope  in  excess  of  20°. 

No  snow  load  to  be  considered  for  slope  of  45°  or  more. 


WIND  PRESSURE  ON  ROOFS. 


Based  on  20  Lbs.  per  Sq.  Ft.  on  a Vertical  Plane. 

1.84  cos  a — 1. 

Formula. — Normal  Pressure  per  sq.  ft.  = P sin  a 


Pitch 

of 

Roof. 

Angle  of  Slope  (a) 
with  Horizontal. 

Rise  of  Roof  per  Foot. 

Normal  Wind  Pressure. 

Degrees, 

, Minutes. 

Inches. 

Pounds  per  S(i.  Ft. 

1 

6 

18 

- 25 

4 

8.4 

1 

4 

26 

- 33 

6 

11.9 

1 

3 

33 

- 41 

8 

14.6 

1 

2 

45 

- 0 

12 

18.1 

2 

3 

53 

- 7 

16 

19.4 

3 

4 

56 

- 20 

18 

19.7 

1 

63 

- 27 

24 

20.0 

CAMBKIA  STEEL.  69 


FIREPROOFING— REINFORCED  CONCRETE. 

The  actual  fire  tests  of  reinforced  concrete  have  been  limited, 
but  experience,  together  with  the  results  of  tests  so  far  made, 
indicates  that  concrete  may  be  safely  used  for  fireproofing  pur- 
poses. It  is  in  itself  incombustible  and  proof  against  ordinary 
fire  when  composed  of  the  best  materials  properly  mixed,  applied 
and  anchored  in  place.  For  a fireproof  filling  or  deadening  layer 
in  floors,  these  same  materials  without  reinforcement  may  be 
used  or  clean  hard  burned  cinders  may  be  substituted  for  this  pur- 
pose. The  low  rate  of  heat  conductivity  is  one  reason  of  its 
value  for  fireproofing  and  the  concrete  actually  affected  by  fire, 
remains  in  povsition  and  affords  protection  to  the  concrete  be- 
neath it.  The  thickness  of  protective  coating  required,  depends 
upon  the  probable  duration  of  a fire,  which  is  likely  to  occur  in 
the  structure.  However,  for  ordinary  conditions,  it  is  recom- 
mended, as  a general  rule,  that  the  metal  in  girders  and  col- 
umns be  protected  by  a minimum  of  2 inches,  beams  li  inches, 
and  floor  slabs,  the  different  minimum  values,  as  indicated  in  the 
accompanying  table. 

A properly  designed  combination  of  protected  steel  framework 
with  reinforced  concrete  floor  slabs,  if  well  executed  is  particu- 
larly safe  and  effective  in  fireproof  building  construction,  and 
the  use  of  concrete  and  steel  in  the  floor  slab  is  especially  advan- 
tageous, affording  both  strength  and  rigidity. 

In  reinforced  concrete  design,  the  following  assumptions  are 
recommended  and  considered  by  almost  all  authorities,  and  are, 
therefore,  used  as  the  basis  for  the  formulae  and  tables  of  pages 
70  and  71,  but  it  must  be  noted  that  all  these  ideal  conditions 
cannot  be  had  in  practice  and  if  possible  allowance  should  be 
made  accordingly. 

(1)  Calculations  should  be  made  with  reference  to  working 
stresses  and  safe  loads,  rather  than  to  ultimate  strengths  and 
ultimate  loads. 

(2)  A section,  plane  before  bending  rem.ains  plane  after  bending. 

(3)  The  modulus  of  concrete  in  compression  within  the  usual 
limits  of  working  stresses  is  constant.  The  distribution  of  com- 
pressive forces  in  slabs  is  therefore  rectilinear. 

(4)  The  tensile  stresses  in  the  concrete  shall  be  neglected  in 
calculating  the  reinforced  slab  resistance. 

(5)  Perfect  adhesion  between  concrete  and  reinforcement  is 
assumed. 

(6)  Initial  stresses  in  the  reinforcement  due  to  contraction 
or  expansion  in  the  concrete  may  be  neglected. 

These  above  assumptions,  while  not  entirely  borne  out  by 
experimental  data,  are  recommended  and  used  by  various 
authorities  on  this  subject  in  the  interest  of  simplicity  and 
uniformity. 


70 


CAMBRIA  STEEL. 


REINFORCED  CONCRETE  FLOOR  SLABS. 


k — 12-— >1 


•T*  Neutral 
i Axis 


NOTATION. 

w==  Total  weight  in  lbs.  per  sq.  ft.  including  slab  weight. 

L = Span  in  feet  c.  to  c.  of  beam  supports. 

M = Bending  Moment  for  12"  width  of  slab  (inch  pounds). 
Ec  = Modulus  of  Elasticity  for  concrete. 

Es  = “ " “ steel, 

r = Ratio.  Es  -J*  Ec. 

C = Extreme  fibre  stress  of  concrete  in  compression. 

S = “ “ “ steel  in  tension. 

K = Constant  for  a given  steel  and  concrete, 
d = Effective  depth  of  slab  in  inches, 
p = Ratio  of  steel  area  to  effective  slab  area. 

X = Distance,  Top  of  slab  to  Neutral  Axis  -f-  d. 
j = “ between  centers  of  stress  -h  d. 

V = Maximum  Shear,  12"  width  of  slab. 

V = Unit  shear. 

u = Unit  bond  stress. 

2o  = Sum  of  perimeters  of  bars  (in  12"  width  of  slab). 


FORMULAE. 

M = 1.5  wL^ — ^for  slabs  freely  supported. 

= 1.2  wL^ — " ‘‘  continuous  over  supports. 

C^r 


2S(Cr  + S) 

_ Sp  /2Cr+3S\ 
^ 3 \ Cr  + S / 


: = rp(^'l+  A_i) 


i = 1 - ■ 


M 

12  K 
V 


Steel  Area  (12"  width  of  slab)  = 12  dp 


V = (not  to  exceed  GO  lbs.  for  stone  or  25  lbs.  for  cinder  concrete). 

V 

u = (not  to  exceed  60  lbs.  for  stone  or  30  lbs.  for  cinder  concrete). 

For  Square  and  Round  Bars,  refer  to  pages  369-375. 


Note. — Best  practice  indicates  that  Spans  of  Floor  Slabs  should  not  ex- 
ceed seven  feet  between  steel  beams  or  steel  girders.  Generally  speaking, 
the  span  should  in  no  case  exceed  10  feet  for  ordinary  work. 


CAMBRIA  STEEL.  71 


REINFORCED  CONCRETE  FLOOR  SLABS. 

Values  deduced  from  formulae,  page  70,  using  unit  stresses  based 
on  modern  safe  practice. 


Concrete. 

Weight 
per  cu.  ft. 
Pounds. 

C 

s 

Es’iEc 

P 

K 

X 

3 

Stone. 

1:2:4. 

150 

500 

16000 

15 

.0050 

71.5 

.320 

.893 

Cinder. 

1:2:4. 

no 

185 

16000 

30 

.0015 

21.8 

.258 

.914 

THICKNESS 

OP  CONCRETE  BELOW  STEEL. 

4i 

9 

13 

19 

Depth  of  Slab  “d”  (inches). 

to 

to 

to 

to 

to 

Above 

4 

12 

18 

20 

20 

Concrete  below  Steel  Surface 
(inches). 

3 

4 

1 

u 

If 

2 

SPACING  OP  REINFORCING  BARS. 

The  lateral  spacing  of  parallel  bars  should  not  be  less  than  two  and  one-half 
diameters,  center  to  center,  nor  greater  than  23^  X thickness  of  slab;  nor 
should  the  distance  from  edge  of  slab  to  center  of  nearest  bar  be  less  than  one 
and  one-half  diameters.  The  clear  spacing  between  two  layers  of  bars  should 
not  be  less  than  one-half  inch. 

Cross  reinforcement  of  steel  rods  of  small  diameter  (M'O  laid  parallel  to 
the  principal  beams  upon  which  the  slab  rests,  should  be  used  to  prevent 
shrinkage  and  temperature  cracks  and  to  give  added  strength.  They  should 
be  spaced  about  two  feet,  center  to  center. 

DISTRIBUTION  OF  LOAD  FOR  SLABS  OF  FOUR  SIDES  SUPPORT. 

Where  length  of  slab  exceeds  1.5  width,  the  entire  load  should  be  carried 
by  transverse  reinforcement.  Slabs  of  smaller  ratio  of  dimension  may  well 
be  reinforced  in  both  directions.  Distribution  of  the  load  may  be  determined 
by  use  of  the  formula 

Ji_ 

’’  l*  + 

in  which  r = proportion  of  load  carried  by  transverse  reinforcement,  1 = 
length  and  b = breadth  of  slab. 

Using  values  thus  determined,  each  set  of  reinforcement  is  to  be  calculated 
as  in  slabs  having  two  supports  only. 

Note. — In  all  cases  of  two-way  reinforcement,  intersections  of  rods  should 
be  securely  tied  with  heavy  wire. 


72  CAMBKIA  STEEL. 


LIMITING  SPANS  AND  MAXIMUM  LOADS  OF 
I-BEAMS  AND  CHANNELS  DUE  TO 
CRIPPLING  OF  THE  WEB. 

I-Beams  and  Channels,  when  used  as  beams  for  very  short  spans 
in  which  the  ratio  of  length  of  span  to  depth  of  beam  is  small, 
should  be  examined  for  safe  strength  of  the  web  considered  as  a 
column,  subjected  to  crippling  due  to  the  shearing  strains. 

The  Tables  of  Safe  Loads  of  Beams  and  Channels  are  computed 
with  regard  to  the  safe  unit  stresses  due  to  flexure,  and,  with  one 
or  two  exceptions,  as  indicated  by  dotted  lines  and  accompanying 
foot-notes,  the  lengths  of  spans  tabulated  are  such  that  the  limita- 
tion due  to  web  crippling  does  not  appear.  The  shearing  stresses 
acting  in  the  web  of  a beam  may  be  considered  to  consist  of  two 
stresses  of  equal  intensity  acting  at  right  angles  to  each  other,  and 
at  angles  of  45  degrees  with  the  neutral  axis.  The  intensity  of  each 
of  these  stresses  is  equal  to  the  intensity  of  the  vertical  shear, 
which  is  a maximum  at  the  points  of  support  for  uniform  loading, 
and  uniform  throughout  from  the  point  of  loading  to  the  supports 
for  a superimposed  concentrated  load  at  the  center. 

The  vertical  shears  for  different  systems  of  loading  may  be  ob- 
tained by  the  use  of  moments  in  the  usual  way,  and  these  are 
given  for  various  cases  on  pages  138  to  141  inclusive. 

The  shearing  stresses  which  act  at  angles  of  45  degrees  with 
the  neutral  axis  are  equivalent  to  compressive  and  tensile  forces, 
and  the  former  will  tend  to  buckle  the  web,  which  should  there- 
fore be  figured  as  composed  of  a series  of  columns  of  a length 
equal  to  its  diagonal  depth. 


CAMBKIA  STEEL. 


73 


If  c is  the  vertical  depth  of  the  web  in  the  clear  between  the 
fillets  which  connect  it  with  the  flanges,  the  square  of  the  length 
of  the  column  to  be  considered  will  be  2c^. 

Substituting  this  value  for  1^  in  the  formula  for  long  columns 

12000 
P — p 

^ 3000 


we  have 

12000 

P ^ 

1 j r — 

^ 1500 1^ 

in  which 


p = intensity  of  vertical  shear,  in  pounds  per  square  inch  = 

Total  shear  in  pounds 
dt. 


c = depth  of  web  in  clear  between  fillets  in  inches, 
t = thickness  of  web  in  inches, 
d = depth  of  beam  in  inches. 

This  formula  is  also  applicable  for  computing  the  safe  shearing 
stress  in  the  webs  of  plate  girders,  in  which  case  the  length,  1,  is  the 
vertical  distance  between  centers  of  upper  and  lower  rows  of 
rivet  holes  connecting  the  webs  and  flanges. 

The  webs  of  plate  girders  should  be  reinforced  by  stiffening 
angles  at  points  of  support  and  concentrated  loading,  and  in 
cases  where  the  intensity  of  shear  exceeds  that  given  by  the  above 
formula  the  web  should  be  provided  with  stiffeners. 

The  following  tables  have  been  prepared  based  upon  the  above 
formula  for  safe  unit  shearing  stress  in  the  webs  of  beams  and 
channels. 


74  CAMBRIA  STEEL. 


MAXIMUM  SAFE  LOADS  FOR  I-BEAMS  OF  ANY 
LENGTH  AND  CORRESPONDING  MINIMUM 
SAFE  SPANS  BASED  UPON  CRIPPLING 
OF  THE  WEB. 


For  loads  in  pounds  uniformly  distributed  including  weight  of 
beam. 


Section 

Depth 

of 

Weight 

per 

Foot. 

Maximum 

Safe 

Mini- 

mum 

Section 

Depth 

of 

Weight 

per 

Foot. 

Maximum 

Safe 

Mini- 

mum 

Num- 

ber. 

Beam. 

Load. 

Span. 

Num- 

ber. 

Beam 

Load. 

Span. 

Inches. 

Pounds. 

Pounds. 

Feet. 

Inches. 

Pounds. 

Pounds. 

Feet. 

B 5 

3 

5.5 

10900 

1.7 

B105 

12 

50 

176250 

3.2 

6.5 

17790 

1.1 

55 

213760 

2.8 

7.5 

25230 

.9 

B 53 

15 

42 

86530 

7.3 

B 9 

4 

7.5 

15330 

2.1 

45 

106100 

6.2 

8.5 

22670 

1.6 

50 

146260 

4.8 

9.5 

30820 

1.2 

55 

186740 

4.0 

10.5 

37820 

1.1 

60 

222970 

3.6 

B 13 

5 

9.75 

20050 

2.6 

B109 

15 

60 

160940 

5.5 

12.25 

39730 

1.5 

65 

201330 

4.6 

14.75 

57400 

1.2 

70 

237380 

4.1 

B 17 

6 

12.25 

14.75 

25130 

44320 

3.1 

2.0 

75 

80 

276990 

316160 

3.7 

3.4 

17.25 

62890 

1.6 

B113 

15 

80 

247900 

4.6 

B 21 

7 

15 

17.5 

20 

30510 

49320 

69540 

3.7 

2.5 

1.9 

85 

90 

95 

100 

287290 

322350 

361780 

399220 

4.2 

3.9 

3.6 

3.4 

B 25 

8 

18 

20.25 
22.75 

25.25 

36310 

53560 

72760 

91590 

4.2 

3.1 
2.4 

2.1 

B 65 

18 

55 

60 

65 

70 

109040 

155580 

194040 

232870 

8.8 

6.6 

5.5 

4.9 

B 29 

9 

21 

25 

30 

35 

42450 

71530 

109620 

146670 

4.8 
3.1 
2.3 

1.9 

B 73 

20 

65 

70 

75 

129150 

169980 

206910 

9.6 
7.3 

6.7 

B 33 

10 

25 

30 

35 

40 

48960 

86630 

126460 

165320 

5.4 

3.4 
2.6 
2.2 

B121 

20 

80 

85 

90 

95 

100 

182710 

214600 

257610 

295400 

333150 

8.7 

7.7 
6.6 
6.0 
5.5 

B 41 

12 

31.5 

35 

40 

62890 

91730 

130540 

6.2 

4.5 

3.5 

B 89 

24 

80 

85 

90 

127540 

166820 

202450 

14.7 

11.8 
10.1 

B105 

12 

40 

99380 

4.9 

95 

239330 

8.8 

45 

138110 

3.8 

100 

277070 

7.9 

CAMBBIA  STEEL.  75 


MAXIMUM  SAFE  LOADS  FOR  STANDARD  CHAN- 
NELS OF  ANY  LENGTH  AND  CORRESPOND- 
ING  MINIMUM  SAFE  SPANS  BASED 
UPON  CRIPPLING  OF  THE  WEB. 

For  loads  in  pounds  uniformly  distributed  including  weight  of 
channel. 


Section 

Num- 

ber. 

Depth 

of 

Channel 

Weight 

per 

Foot. 

MaTiTniiTn 

Safe 

Load. 

Mini- 

mum 

Span. 

Section 

Num- 

ber. 

Depth 

of 

Channel 

Weight 

per 

Foot. 

Maximum 

Safe 

Load. 

Mini- 

mum 

Span. 

Inches. 

Pounds. 

Pounds. 

Feet. 

Inches. 

Pounds. 

Pounds. 

Feet. 

C 5 

3 

4 

10970 

1.1 

C25 

8 

18.75 

83150 

1.5 

5 

17830 

0.8 

21.25 

101800 

1.3 

6 

25260 

.6 

C29 

9 

13.25 

28120 

4.0 

C 9 

4 

5.25 

14300 

1.4 

15 

42250 

2.9 

6.25 

21660 

1.1 

20 

80980 

1.8 

7.25 

29830 

.9 

25 

118810 

1.4 

C13 

5 

6.5 

17390 

1.6 

C33 

10 

15 

30570 

4.7 

9 

35900 

1.1 

20 

67420 

2.6 

11.5 

54920 

.9 

25 

107670 

1.9 

30 

147010 

1.6 

C17 

6 

8 

20280 

2.3 

35 

182940 

1.4 

10.5 

39580 

1.4 

13 

58300 

1.1 

C41 

12 

20.5 

41390 

5.5 

15.5 

76540 

1.0 

25 

75440 

3.5 

30 

114230 

2.6 

C21 

7 

9.75 

22950 

2.8 

35 

156000 

2.1 

12.25 

43660 

1.7 

40 

193920 

1.9 

14.75 

62200 

1.4 

17.25 

82110 

1.2 

C53 

15 

33 

83430 

5.4 

19.75 

99880 

1.1 

35 

95070 

4.9 

40 

130940 

4.3 

C25 

8 

11.25 

25560 

3.4 

45 

171400 

3.2 

13.75 

44800 

2.2 

50 

211750 

2.8 

16.25 

64140 

1.7 

55 

251710 

2.5 

76  CAMBRIA  STEEL. 


COEFFICIENTS  FOR  DEFLECTION  IN  INCHES  FOR 
CAMBRIA  SHAPES,  USED  AS  BEAMS  SUBJECTED 
TO  SAFE  LOADS  UNIFORMLY  DISTRIBUTED. 


Distance 
between 
Supports 
in  Feet. 

Coefficient  for 
Fibre  Stress  of 
16  000  lbs.  per 
Square  Incn. 

Coefficient  for 
Fibre  Stress  of 
12500  lbs.  per 
Square  Incn. 

Distance 
between 
Supports 
in  Feet. 

Coefficient  for 
Fibre  Stress  of 
16  000  lbs.  per 
Square  Incn. 

Coefficient  for 
Fibre  Stress  of 
12500  lbs.  per 
Square  Incn. 

L 

H 

H' 

L 

H 

H' 

4 

.265 

.207 

23 

8.756 

6.841 

5 

.414 

.323 

24 

9.534 

7.448 

6 

.596 

.466 

25 

10.345 

8.082 

7 

.811 

.634 

26 

11.189 

8.741 

8 

1.059 

.828 

27 

12.066 

9.427 

9 

1.341 

1.047 

28 

12.977 

10.138 

10 

1.655 

1.293 

29 

13.920 

10.875 

11 

2.003 

1.565 

30 

14.897 

11.638 

12 

2.383 

1.862 

31 

15.906 

12.427 

13 

2.797 

2.185 

32 

16.949 

13.241 

14 

3.244 

2.534 

33 

18.025 

14.082 

15 

3.724 

2.909 

34 

19.134 

14.948 

16 

4.237 

3.310 

35 

20.276 

15.841 

17 

4.783 

3.737 

36 

21.451 

16.759 

18 

5.363 

4.190 

37 

22.659 

17.703 

19 

5.975 

4.668 

38 

23.901 

18.672 

20 

6.621 

5.172 

39 

25.175 

19.668 

21 

22 

7.299 

8.011 

5.703 

6.259 

40 

26.483 

20.690 

The  above  coefficients  are  for  use  in  obtaining  the  deflection  of  steel 
shapes  subjected  to  transverse  strain,  under  their  uniformly  distributed 
safe  loads  for  extreme  fibre  stresses  of  16  000  pounds  and  12  500  pounds 
per  square  inch;  the  modulus  of  elasticity  being  29  000  000. 

To  find  the  deflection  of  any  shape  that  is  symmetrical  about  its 
neutral  axis  under  the  above  conditions  of  loading  when  used  as  a 
beam,  such  as  I-Beams,  Channels,  etc.,  divide  the  coefficient  in  the 
table  corresponding  to  the  given  span  and  fibre  stress,  by  the  depth  of 
the  beam  in  inches.  The  result  will  be  the  deflection  in  inches. 

To  find  the  deflection  of  any  shape  that  is  unsymmetrical  about  its 
neutral  axis  when  used  as  a beam,  under  the  above  conditions  of  load- 
ing, such  as  Angles,  etc.,  divide  the  coefficient  in  the  table  correspond- 
ing to  the  given  span  and  fibre  stress  by  twice  the  distance  of  the 
most  remote  fibre  from  the  neutral  axis,  expressed  in  inches. 

If,  in  construction,  the  beam  is  placed  in  position  in  the  usual  manner 
upon  its  end  supports  without  special  scaffolding  or  falsework  between 
them,  it  will  deflect  somewhat  by  reason  of  its  own  weight,  and  upon 
the  addition  of  external  loading  a further  deflection  will  occur. 

The  deflections  obtained  as  above  described  are  the  total  deflections 
due  to  the  weight  of  the  beam  itself  and  the  superimposed  safe  load 
uniformly  distributed. 


CAMBRIA  STEEL.  77 


Thus,  to  find,  from  the  preceding  table,  the  deflection  in  inches  for 
Cambria  shapes  used  as  Beams  under  their  safe  loads  uniformly  dis- 
tributed including  the  weight  of  the  beam  : 

Let  D = deflection  in  inches. 

L = length  between  supports  in  feet. 

H = coefficient  for  deflection  from  table  for  fibre  stress  of  16  000 
pounds  per  square  inch. 

H'  = coefficient  for  deflection  from  table  for  fibre  stress  of  12  500 
pounds  per  square  inch. 

d = depth  of  beam  in  inches  for  symmetrical  sections. 

Xi  = distances  in  inches  from  neutral  axis  to  most  remote  fibre 
for  unsymmetrical  sections. 

For  Symmetrical  Sections. 

For  fibre  stress  of  16  000  pounds  per  square  inch  D = 

For  fibre  stress  of  12  500  pounds  per  square  inch  D = 

For  Unsymmetrical  Sections. 

For  fibre  stress  of  16  000  pounds  per  square  inch  D = 

For  fibre  stress  of  12  500  pounds  per  square  inch  D = 

Examples. 

Case  I. — To  find  the.deflection  of  a 9"  I-Beam  weighing  30  pounds 
per  foot,  for  a span  of  15  feet  and  a maximum  fibre  stress  of  16  000 
pounds  per  square  inch,  under  its  safe  load  uniformly  distributed. 

From  the  above  table  the  deflection  coefficient  for  this  case  is  found 
to  be  3.724  which  divided  by  9,  the  depth  of  the  beam  in  inches,  gives 
.414,  which  is  the  required  deflection  in  inches. 

The  safe  load  for  this  beam  under  the  conditions  named  is  16  100 
pounds  including  the  weight  of  the  beam  itself  as  stated  in  the  Tables 
of  Safe  Loads  for  Cambria  I-Beams  on  page  87. 

Case  II. — To  find  the  deflection  of  a 6"  X 4"  X i"  angle,  sup- 
ported at  the  ends  on  its  short  leg  as  a horizontal  base,  for  a span  of  9 
feet  and  a maximum  fibre  stress  of  16  000  pounds  per  square  inch  under 
its  safe  load  uniformly  distributed  including  its  own  weight. 

From  the  table  of  “ Properties  of  Angles  ” on  page  175  the  distance 
x'  from  the  neutral  axis  to  the  back  of  the  shorter  leg  is  found  to  be 
1.99  inches,  which  subtracted  from  the  length  of  long  leg,  6 inches, 
gives  4.01  as  the  distance  Xj  from  the  neutral  axis  to  the  most  remote 
fibre.  From  the  above  table  the  deflection  coefficient  for  this  case  is 
found  to  be  1.341,  which  divided  by  8.02,  twice  Xj,  gives  .167,  which 
is  the  required  deflection  in  inches. 

Note. — For  deflections  of  Beams  and  Channels  due  to  any  central  or 
uniform  load  see  coefficients  of  deflection  N and  N'  in  the  Tables  of  Properties 
relating  to  these  sections  and  the  accompanying  explanations. 

For  deflections  of  any  symmetrical  beams  due  to  various  systems  of  loading, 
see  general  formulae  and  diagrams  on  pages  136  to  141  inclusive. 


H 

T 

H' 

d" 

H 

W 

2xi 


78  CAMBRIA  STEEL. 


TABLES  OF  SAFE  LOADS  FOR  CAMBRIA  SEC- 
TIONS USED  AS  BEAMS,  AND  SPACING 
FOR  CAMBRIA  I-BEAMS. 

Pages  84  to  135  inclusive. 

TABLES  OF  SAFE  LOADS  AND  SPACINGS. 

The  Tables  of  Safe  Loads  for  Cambria  I-Beams,  Channels,  and 
Angles,  give  the  safe  loads  in  pounds  uniformly  distributed  for 
all  usual  spans  based  upon  extreme  fibre  stresses  of  16  000  pounds 
per  square  inch. 

These  loads  include  the  weight  of  the  steel  shape  itself,  which 
should  be  deducted  in  order  to  obtain  the  external  load  that  it 
will  safely  carry.  In  case  the  shape  is  used  to  support  a floor, 
the  weight  of  the  steel,  together  with  that  of  the  other  portions 
of  the  floor  construction,  must  be  deducted  in  order  to  obtain  the 
net  live  load  which  can  be  safely  sustained.  Weights  of  hollow 
tile  floor  arches  and  fireproofing  material  are  given  on  page  53, 
to  which  should  be  added  the  weight  of  plastering,  filling  on  top 
of  arches  and  the  weight  of  the  material  forming  the  surface  of  the 
floor,  in  order  to  obtain  the  dead  load  of  materials  in  figuring 
fireproof  floors,  in  addition  to  the  weight  of  the  steel. 

A table  of  superimposed  loads  per  square  foot,  exclusive  of  the 
weights  of  materials,  in  accordance  with  the  usual  practice  for 
different  classes  of  buildings,  is  given  on  p.  38. 

The  Tables  of  Safe  Loads  for  Cambria  sections  used  as  beams 
and  the  Tables  for  Spacing  of  Cambria  I-Beams  are  calculated  on 
the  assumption  that  proper  provision  has  been  made  for  prevent- 
ing lateral  deflection  by  means  of  tie-rods  or  other  braces  spaced 
at  suitable  distances  apart;  which  for  beams  and  channels  should 
not  exceed  twenty  times  the  flange  width.  In  cases  where  inter- 
mediate lateral  support  is  not  provided,  the  safe  loads  shown  in 
the  tables  must  be  reduced,  and  for  beams  and  channels  the 


CAMBKIA  STEEL.  79 

amount  of  this  reduction  can  de  determined  by  reference  to  the 
explanations  and  tables  therefor  on  pages  66  and  67. 

The  thrust  of  floor  arches,  which  is  considerable,  particularly  in 
the  case  of  long  spans  or  distances  between  tie-rods,  should  be 
taken  into  account  where  it  tends  to  produce  lateral  flexure  of  the 
floor  beams. 

Explanations  of  this  and  a formula  for  reducing  the  unit  stresses 
from  vertical  loading,  on  account  of  the  additional  stresses  caused 
by  horizontal  forces,  are  given  on  pages  62  to  65  inclusive. 

In  some  instances  the  allowable  deflection  will  govern  the 
design  rather  than  the  transverse  strength,  as  in  the  case  of  beams 
carrying  plastered  ceilings,  in  which  the  deflection  should  be 
limited  to  inch  per  foot  of  span,  or  3^^  of  the  distance  between 
supports  in  order  to  avoid  cracking  the  plaster. 

This  limit  of  deflection  is  indicated  in  the  tables  by  full  hori- 
zontal lines,  the  figures  below  which  correspond  to  loads  or 
spacings  for  the  given  spans  that  will  produce  greater  deflections 
than  the  allowable  limit  for  plastered  ceilings. 

The  deflection  limits  of  the  Tables  of  Safe  Loads  have  been 
calculated  for  the  total  loads,  including  the  weight  of  the  section 
used  as  a beam.  The  superimposed  live  load  will  not  produce  all 
of  this  deflection,  and  therefore  the  deflection  limit  of  the  tables 
includes  an  element  of  safety  for  the  reason  that  the  beams  will 
be  deflected,  after  being  put  in  place,  by  their  own  weight  and  that 
of  the  floor  materials  before  the  plastering  is  applied. 

In  cases  where  the  deflection  limits  the  use  of  the  beam  for  the 
safe  loads  corresponding  to  the  fibre  stresses  of  the  tables,  the 
beam  may  be  used  with  a less  load  such  as  to  produce  only  the 
allowable  deflection.  The  lesser  load  corresponding  to  the  limit 
of  deflection  may  be  obtained  for  any  span  from  the  Table  of 
Safe  Loads  as  follows: 

W ^ Ws  X L» 

Li^ 


80  CAMBRIA  STEEIi. 

in  which 

W = safe  load  in  pounds  for  the  limit  of  deflection  for  plastered 
ceilings  = of  the  span. 

Ws  = safe  load  of  tables  next  above  the  line  giving  the  limit  of 
deflection. 

L = length  of  span  in  feet  corresponding  to  Wg  from  the  table 
Li  = length  of  span  for  the  case  under  consideration. 

This  may  also  be  expressed  by  the  following — 

Rule. 

Multiply  the  safe  load  next  above  the  heavy  line  of  the  tables  by 
the  square  of  the  corresponding  span  in  feet  and  divide  the  product 
by  the  square  of  the  required  span.  The  result  will  be  the  required 
load  corresponding  to  the  limit  of  allowable  deflection  for  plastered 
ceilings. 

A Table  of  Deflections  for  Cambria  shapes  used  as  beams,  sub- 
jected to  their  safe  loads  uniformly  distributed,  and  accompanying 
explanations  with  examples,  are  given  on  pages  76  and  77. 

TABLES  OF  SAFE  LOADS  FOR  I-BEAMS  AND  CHANNELS. 

Tables  of  Safe  Loads  for  all  sizes  and  weights  of  Cambria 
I-Beams  and  channels  for  the  usual  spans,  expressed  in  feet,  are 
given  on  pages  84  to  100  inclusive. 

TABLES  FOR  SPACING  OF  CAMBRIA  I-BEAMS. 

Tables  for  Spacing  of  Cambria  I-Beams  for  a total  load  of  100 
pounds  per  square  foot  including  the  weight  of  the  beam,  corre- 
sponding to  spans  from  4 to  36  feet,  are  given  on  pages  101  to  111 
inclusive. 

For  any  given  size  of  beam  the  spacing  or  distances  from  centers 
to  centers  for  different  intensities  of  loading  varies  inversely  as 
the  load,  so  that  the  spacing  for  any  intensity  of  loading  may  be 
found  from  the  tabular  spacing  by  proportion  as  stated  in  the 
notes  at  the  foot  of  the  tables. 


CAMBRIA  STEEIi.  81 


TABLES  OF  SAFE  LOADS  FOR  ANGLES. 

Tables  of  uniformly  distributed  safe  loads  for  the  usual  sizes  of 
angles,  are  given  on  pages  114  to  135.  In  these  tables  the  safe 
loads  for  equal  leg  angles  are  given  on  the  assumption  that  one 
of  the  legs  of  the  angle  is  horizontal  and  the  other  leg  vertical. 
In  the  case  of  angles  with  unequal  legs  the  safe  loads  are  given 
for  both  positions,  that  is,  with  the  long  leg  vertical  and  with  the 
short  leg  vertical. 

EXAMPLES  OF  APPLICATION  OF  TABLES  OF 
SAFE  LOADS  AND  TABLES  OF  SPACING. 

Example  I. 

What  is  the  proper  size  of  beam  with  a clear  span  ot  24  feet  to 
carry  a superimposed  load  of  30  000  pounds  uniformly  distributed, 
the  deflection  to  be  such  as  not  to  crack  a plastered  ceiling? 

From  the  Tables  of  Safe  Loads  for  Cambria  I-Beams,  page  89, 
it  is  found  that  a 15-inch  standard  beam  of  this  length,  weighing 
60  pounds  per  foot,  will  carry  a gross  load  of  31  910  pounds,  and 
the  weight  of  the  beam  itself  is  60  X 24  = 1440  pounds.  Thus 
the  net  load  may  be  30  470  pounds,  so  that  this  is  the  proper  size 
for  the  conditions  named,  as  its  deflection  is  within  the  allowable 
limit,  which  is  shown  to  be  at  a span  of  30  feet  as  indicated  by  the 
horizontal  line  on  the  table. 

Similarly  it  may  be  found  from  page  90,  that  a 15-inch  special 
beam,  of  60  pounds  per  foot,  will  more  than  suffice,  but  as  this 
section  is  not  regularly  kept  in  stock  the  standard  15-inch  60- 
pourd  beam  should  be  ordered  if  prompt  delivery  is  wanted. 

It  may  also  be  found  from  page  92,  that  an  18-inch  55-pound 
beam  will  amply  suffice,  and  as  this  is  both  stiffer  and  lighter  than 
the  15-inch  60-pound  beams,  it  could  be  used  with  economy  if 
otherwise  suitable  for  the  location. 

Example  1 1. 

What  is  the  safe  load  for  an  8-inch  standard  I-Beam  weighing 
18.0  pounds  per  foot  for  a span  of  20  feet,  the  deflection  to  be  such 
as  not  to  crack  a plastered  ceiling? 


82  CAMBKIA  STEEL. 


From  the  Tables  of  Safe  Loads,  page  86,  it  is  found  that  the 
safe  load  for  the  beam  in  question  is  7 580  pounds,  but  this  value 
is  below  the  line  which  indicates  the  span  corresponding  to  the 
allowable  limit  of  deflection. 


Substituting  the  proper  values  in  the  formula  for  obtaining  the 
reduced  load  corresponding  to  the  allowable  deflection,  as  given 
on  page  79,  we  have 


^ Ws  XL2^9  480  X 162 

Li2  202 


= 6 067  pounds. 


which  is  the  safe  load  required. 


Example  III. 

Required  the  best  arrangement  of  beams  for  the  floor  system  of 
a building  40  feet  wide  x 88  feet  deep  to  safely  support  a live 
load  of  100  pounds  per  square  foot,  using  10-inch  tile  arches 
resting  on  12-inch  I-Beams. 

The  weight  of  the  floor  materials  will  be  about  50  pounds  per 
square  foot,  allowing  39  pounds  for  the  arch  and  11  pounds  for 
the  other  materials,  or  a total  load  of  150  pounds  per  square  foot 
to  be  carried  by  the  beams. 

From  the  Table  of  Spacing  for  I-Beams  for  a uniform  load  of 
100  pounds  per  square  foot,  page  105,  it  is  seen  that  12^^  standard 
I-Beams  weighing  31  § pounds  per  foot  and  spaced  9.6  feet  apart 
from  center  to  center  can  be  used  with  a span  of  20  feet,  and  for  a 
load  of  150  pounds  per  square  foot  the  spacing  will  be 


9.6  X 100 
150 


= 6.4  feet. 


This  will  require  one  row  of  interior  columns  lengthwise  of 
building. 

To  support  the  beams  at  the  center  of  the  building  will  require 
a line  of  girder  beams  resting  on  the  columns.  Assume  the 
columns  22  feet  apart,  thus  dividing  the  building  into  8 bays, 
four  on  each  side  of  the  center. 

The  load  on  each  girder  will  be 


-jr-  X 22  X 150  = 66  000  pounds. 


CAMBRIA  STEEL. 


83 


From  the  Table  of  Safe  Loads,  page  89,  it  is  found  that  this  will 
require  two  15-inch  standard  I-Beams,  each  weighing  60  pounds 
per  foot. 

On  account  of  the  advisability  of  spacingthe  floor  beams  equally, 
the  arrangement  outlined  above  would  reduce  their  distances  to 
22 

-j-  = 5.5  feet  center  to  center,  so  that  10-inch  I-Beams,  weighing 

40  pounds  per  foot,  might  be  used  for  the  body  of  the  floor,  as  may 
be  determined  by  referring  to  the  Table  of  Spacings  of  Cambria 
I-Beams,  page  104,  and  calculating  as  before,  with  the  result  that 
the  allowable  spacing  for  these  conditions  is  found  to  be  5.7  feet. 
The  10-inch  40-pound  beam  under  these  conditions,  will,  how- 
ever, deflect  almost  to  the  allowable  limit  for  plastered  ceilings, 
besides,  they  are  heavier  than  the  12-inch  31.5-pound  beams 
first  considered,  so  that  the  latter  will  be  the  stiffer  and  more 
economical. 


Although  the  load  on  the  girder  is  not  uniformly  distributed, 
but  concentrated  at  three  points  between  the  supports,  the  bend- 
ing moment  in  this  case  will  be  the  same  as  if  the  load  were  figured 
to  be  distributed  uniformly,  and  for  similar  cases  with  different: 
spacings  the  moments  would  be  very  nearly  identical. 


4^ 

TABLES  OF  MAXIMUM  BENDING  MOMENTS> 

The  Tables  of  Maximum  Bending  Moments  for  beams  and 
channels  given  on  pages  112  and  113  are  useful  in  deterfiiining  the 
proper  section  required  to  support  one  or  more  irregufarly  located 
concentrated  loads  or  various  arrangements  of  loa^^  to  which  the 
tables  of  safe  loads  uniformly  distributed  will  ngjt  Apply. 


The  method  used  consists  in  computing  the ^jitSiximum  bending 
moment  in  foot  pounds  resulting  from  the  specified  loading,  the 
proper  section  corresponding  to  a fibre  stress  of  16  000  or  12  500 
lbs.  per  square  inch,  being  taken  directly  from  the  tables  without 
further  computation. 


84 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


STANDARD  I-BEAMS. 


Distance 


between 

supports 

3 Inch  No.  B 5. 

4 Inch  No.  B 9. 

in  feet 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

4410 

4780 

5180 

7950 

8470 

9000 

9520 

5 

3530 

3830 

4140 

6360 

6780 

7200 

7610 

6 

2940 

3190 

3450 

5300 

5650 

6000 

6350 

7 

2520 

2730 

2960 

4540 

4840 

5140 

5440 

8 

2210 

2390 

2590 

3980 

4240 

4500 

4760 

9 

1960 

2130 

2300 

3530 

3770 

4000 

4230 

12- 

1770 

1910 

2070 

3180 

3390 

3600 

3810 

11 

1600 

1740 

1880 

2890 

3080 

3270 

3460 

12 

1470 

1590 

1730  ' 

2650 

2820 

3000 

3170 

13 

1360 

1470 

1590 

2450 

2610 

2770 

2930 

14 

1260 

1370 

1480 

2270 

2420 

2570 

2720 

15 

1180 

1280 

1380 

2120 

2260 

2400 

2540 

16 

1100 

1200 

1290 

1990 

2120 

2250 

2380 

17 

1040 

1130 

1220 

1870 

1990 

2120 

2240 

18 

980 

1060 

1150 

1770 

1880 

2000 

2120 

19 

930 

1010 

1090 

1670 

1780 

1890 

2000 

20 

880 

960 

1040 

1590 

1690 

1800 

1900 

21 

840 

910 

990 

1510 

1 

1610 

1710 

1810 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL.  85 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


Distance 

STANDARD  I-BEAMS. 

between 

5 Inch  No.  B 13. 

6 Inch  No.  B 17. 

supports 

in  feet. 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

12900 

14520 

16160 

19370 

21320 

23280 

5 

10320 

11620 

12930 

15490 

17050 

18620 

6 

8600 

9680 

10770 

12910 

14210 

15520 

7 

7370 

8300 

9230 

11070 

12180 

13300 

8 

6450 

7260 

8080 

9680 

10660 

11640 

9 

5730 

6460 

7180 

8610 

9470 

10350 

10 

5160 

5810 

6460 

7750 

8530 

9310 

11 

4690 

5280 

5880 

7040 

7750 

8460 

12 

4300 

4840 

5390 

6460 

7110 

7760 

13 

3970 

4470 

4970 

5960 

6560 

7160 

14 

3680 

4150 

4620 

5530 

6090 

6650 

15 

3440 

3870 

4310 

5160 

5680 

6210 

16 

3220 

3630 

4040 

4840 

5330 

5820 

17 

3030 

3420 

3800 

4560 

5020 

5480 

18 

2870 

3230 

3590 

4300 

4740 

5170 

19 

2720 

3060 

3400 

4080 

4490 

4900 

20 

2580 

2900 

3230 

3870 

4260 

4660 

21 

2460 

2770 

3080 

3690 

4060 

4430 

22 

2340 

2640 

2940 

3520 

3880 

4230 

23 

2240 

2530 

2810 

3370 

3710 

4050 

24 

2150 

2420 

2690 

3230 

3550 

3880 

25 

2060 

2320 

2590 

3100 

3410 

3720 

26 

1980 

2230 

2490 

2980 

3280 

3580 

27 

1910 

2150 

2390 

2870 

3160 

3450 

28 

2770 

3050 

3330 

29 

2670 

2940 

3210 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


86 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


STANDARD  I-BEAMS. 


Distance 


between 

7 Inch  No.  B 21. 

8 Inch  No.  B 25. 

supports 

in  feet. 

15 

17.5 

20 

18.00 

20.25 

] 22.75 

25.25 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

27600 

29850 

32140 

37920 

40130 

42740 

45360 

5 

22080 

23880 

25710 

30330 

32100 

34190 

36290 

6 

18400 

19900 

21430 

25280 

26750 

28500 

30240 

7 

15770 

17060 

18370 

21670 

22930 

24420 

25920 

8 

13800 

14930 

16070 

18960 

20060 

21370 

22680 

9 

12270 

13270 

14280 

16850 

17830 

19000 

20160 

10 

11040 

11940 

12860 

15170 

16050 

17100 

18140 

11 

10040 

10860 

11690 

13790 

14590 

15540 

16490 

12 

9200 

9950 

10710 

12640 

13380 

14250 

15120 

13 

8490 

9190 

9890 

11670 

12350 

13150 

13960 

14 

7890 

8530 

9180 

10830 

11470 

12210 

12960 

15 

' 7360 

7960 

8570 

10110 

10700 

11400 

12100 

16 

6900 

7460 

8030 

9480 

10030 

10690 

11340 

17 

6490 

7020 

7560 

8920 

9440 

10060 

10670 

18 

6130 

6630 

7140 

8430 

8920 

9500 

10080 

19 

5810 

6280 

6770 

7980 

8450 

9000 

9550 

20 

5520 

5970 

6430 

7580 

8030 

8550 

9070 

21 

5260 

5690 

6120 

7220 

7640 

8140 

8640 

22 

5020 

5430 

5840 

6890 

7300 

7770 

8250 

23 

4800 

5190 

5590 

6590 

6980 

7430 

7890 

24 

4600 

4980 

5360 

6320 

6690 

7120 

7560 

25 

4420 

4780 

5140 

6070 

6420 

6840 

7260 

26 

4250 

4590 

4940 

5830 

6170 

6580 

6980 

27 

4090 

4420 

4760 

5620 

5940 

6330 

6720 

28 

3940 

4260 

4590 

5420 

5730 

6110 

6480 

29 

3810 

4120 

4430 

5230 

5530 

5900 

6260 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3^^  span. 

The  safe  load  above  dotted  line  is  greater  than  the  safe  load  for 
crippling  of  web,  as  explained  and  shown  on  pages  72  to  74  inclusive. 


CAMBRIA  STEEL.  87 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


Distance 

STANDARD 

> I-BEAMS. 

between 

9 Inch  No.  B 29. 

10  Inch  No.  B 33. 

supports 

in  feet. 

21 

25 

30 

35 

25 

30 

35 

40 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

25160 

27240 

30180 

33120 

9 

22370 

24210 

26830 

29440 

10 

20130 

21790 

24150 

26500 

26050 

28620 

31240 

33850 

11 

18300 

19810 

21950 

24090 

23680 

26020 

28400 

30780 

12 

16770 

18160 

20120 

22080 

21710 

23850 

26030 

28210 

13 

15480 

16760 

18570 

20380 

20040 

22020 

24030 

26040 

14 

14380 

15570 

17250 

18930 

18610 

20450 

22310 

24180 

15 

13420 

14530 

16100 

17670 

17360 

19080 

20830 

22570 

16 

12580 

13620 

15090 

16560 

16280 

17890 

19520 

21160 

17 

11840 

12820 

14200 

16590 

15320 

16840 

18380 

19910 

18 

11180 

12110 

13410 

14720 

14470 

15900 

17350 

18810 

19 

10590 

11470 

12710 

13950 

13710 

15070 

16440 

17820 

20 

10064 

10900 

12070 

13250 

13020 

14310 

15620 

16930 

21 

9590 

10380 

11500 

12620 

12400 

13630 

14880 

16120 

22 

9150 

9910 

10980 

12050 

11840 

13010 

14200 

15390 

23 

8750 

9480 

10500 

11520 

11320 

12450 

13580 

14720 

24 

8390 

9080 

10060 

11040 

10850 

11930 

13020 

14110 

25 

8050 

8720 

9660 

10600 

10420 

11450 

12500 

13540 

26 

7740 

8380 

9290 

10190 

10020 

11010 

12020 

13020 

27 

7460 

8070 

8940 

9810 

9650 

10600 

11570 

12540 

28 

7190 

7780 

8620 

9460 

9300 

10220 

11160 

12090 

29 

6940 

7510 

8330 

9140 

8980 

9870 

10770 

11670 

30 

6710 

7260 

8050 

8830 

8680 

9540 

10410 

11280 

31 

6490 

7030 

7790 

8550 

8400 

9230 

10080 

10920 

32 

8140 

8950 

9760 

10580 

33 

7890 

8670 

9470 

10260 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


88  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


Distance 

between 

STANDARD 

I-BEAMS. 

SPECIAL 

I-BEAMS. 

supports 

12  Inch  No.  B 41. 

12  Inch  No.  B 105. 

in  feet. 

31.B 

85 

40 

40 

45 

50 

55 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

38370 

40580 

43720 

47810 

50790 

53930 

57070 

11 

34880 

36890 

39740 

43470 

46180 

49030 

51880 

12 

31970 

33820 

36430 

39840 

42330 

44940 

47560 

13 

29510 

31220 

33630 

36780 

39070 

41480 

43900 

14 

27400 

28990 

31230 

34150 

36280 

38520 

40760 

15 

25580 

27050 

29140 

31880 

33860 

35950 

38040 

16 

23980 

25360 

27320 

29880 

31750 

33710 

35670 

17 

22570 

23870 

25720 

28130 

29880 

31720 

33570 

18 

21310 

22540 

24290 

26560 

28220 

29960 

31700 

19 

20190 

21360 

23010 

25160 

26730 

28380 

30040 

20 

19180 

20290 

21860 

23910 

25400 

26960 

28530 

21 

18270 

19320 

20820 

22770 

24190 

25680 

27170 

22 

17440 

18450 

19870 

21730 

23090 

24510 

25940 

23 

16680 

17640 

19010 

20790 

22080 

23450 

24810 

24 

15990 

16910 

18220 

19920 

21160 

22470 

23780 

25 

15350 

16230 

17490 

19130 

20320 

21570 

22830 

26 

14760 

15610 

16810 

18390 

19540 

20740 

21950 

27 

14210 

15030 

16190 

17710 

18810 

19970 

21140 

28 

13700 

14490 

15610 

17080 

18140 

19260 

20380 

29 

13230 

13990 

15070 

16490 

17510 

18600 

19680 

30 

12790 

13530 

14570 

15940 

16930 

17980 

19020 

31 

12380 

13090 

14100 

15420 

16380 

17400 

18410 

32 

11990 

12680 

13660 

14940 

15870 

16850 

17830 

33 

11630 

12300 

13250 

14490 

15390 

16340 

17290 

34 

11280 

11940 

12860 

14060 

14940 

15860 

16780 

35 

10960 

11590 

12490 

13660 

14510 

15410 

16300 

36 

10660 

11270 

12140 

13280 

14110 

14980 

15850 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL.  89 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


STANDARD  I-BEAM. 


Distance 


15  Inch  No.  B 53. 


in  feet. 

42 

lbs. 

45 

lbs. 

60 

lbs. 

55 

lbs. 

60 

lbs. 

10 

62830 

64830 

68750 

72670 

76600 

^ 11 

57120 

58940 

62500 

66070 

69630 

12 

52360 

54030 

57290 

60560 

63830 

13 

48330 

49870 

52890 

55900 

58920 

14 

44880 

46310 

49110 

51910 

54710 

15 

41880 

43220 

45840 

48450 

51060 

16 

J9270 

40520 

42970 

45420 

47870 

17 

36960 

38140 

40440 

42750 

45060 

18 

34900 

36020 

38200 

40370 

42550 

19 

33070 

34120 

36190 

38250 

40310 

20 

31410 

32420 

34380 

36340 

38300 

21 

29920 

30870 

32740 

34610 

36470 

22 

28560 

29470 

31250 

33030 

34820 

23 

27320 

28190 

29890 

31600 

33300 

24 

26180 

27010 

28650 

30280 

31910 

25 

25130 

25930 

27500 

29070 

30640 

26 

24160 

24940 

26440 

27950 

29460 

27 

23270 

24010 

25460 

26920 

28370 

28 

22440 

23150 

24550 

25960 

27360 

29 

21660 

22360 

23710 

25060 

26410 

30 

20940 

21610 

22920 

24220 

25530 

31 

20270 

20910 

22180 

23440 

24710 

32 

19630 

20260 

21490 

22710 

23940 

33 

19040 

19650 

20830 

22020 

23210 

34 

18480 

19070 

20220 

21370 

22530 

35 

17950 

18520 

19640 

20760 

21880 

36 

17450 

18010 

19100 

20190 

21280 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3 Jcy  span. 


90 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


Distance 


SPECIAL  I-BEAM. 


16  Inch  No.  B 109. 


in  feet. 

60 

lbs. 

65 

lbs. 

70 

lbs. 

75 

lbs. 

80 

lbs. 

10 

86610 

90470 

94390 

98310 

102230 

11 

78740 

82240 

85810 

89370 

92940 

12 

72180 

75390 

78660 

81920 

85190 

13 

66630 

69590 

72610 

75620 

78640 

14 

61870 

64620 

67420 

70220 

73020 

15 

57740 

60310 

62920 

65540 

68150 

16 

54130 

56540 

58990 

61440 

63890 

17 

50950 

53220 

55520 

57830 

60140 

18 

48120 

50260 

52440 

54620 

56790 

19 

45590 

47610 

49680 

51740 

53810 

20 

43310 

45230 

47190 

49150 

51120 

21 

41240 

43080 

44950 

46810 

48680 

22 

39370 

41120 

42900 

44690 

46470 

23 

37660 

39330 

41040 

42740 

44450 

24 

36090 

37690 

39330 

40960 

42600 

25 

34650 

36190 

37750 

39320 

40890 

26 

33310 

34790 

36300 

37810 

39320 

27 

32080 

33510 

34960 

36410 

37860 

28 

30930 

32310 

33710 

35110 

36510 

29 

29870 

31200 

32550 

33900 

35250 

30 

28870 

30160 

31460 

32770 

34080 

31 

27940 

29180 

30450 

31710 

32980 

32 

27070 

28270 

29500 

30720 

31950 

33 

26250 

27410 

28600 

29790 

30980 

34 

25470 

26610 

27760 

28910 

30070 

35 

24750 

25850 

26970 

28090 

29210 

36 

24060 

25130 

26220 

27310 

28400 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3^0  span. 


CAMBRIA  STEEL. 


91 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


SPECIAL  I-BEAM. 


Distance 


15  Inch  No.  B 113. 


in  feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

112230 

116030 

119960 

123880 

127800 

11 

102030 

105490 

109050 

112620 

116180 

12 

93520 

96700 

99960 

103230 

106500 

13 

86330 

89260 

92270 

95290 

98310 

14 

80160 

82880 

85680 

88480 

91280 

15 

74820 

77360 

79970 

82580 

85200 

16 

70140 

72520 

74970 

77420 

79870 

17 

66020 

68260 

70560 

72870 

75180 

18 

62350 

64460 

66640 

68820 

71000 

19 

59070 

61070 

63130 

65200 

67260 

20 

56110 

58020 

59980 

61940 

63900 

21 

53440 

55250 

57120 

58990 

60860 

22 

51010 

52740 

54530 

56310 

58090 

23 

48800 

50450 

52150 

53860 

55560 

24 

46760 

48350 

49980 

51620 

53250 

25 

44890 

46410 

47980 

49550 

51120 

26 

43170 

44630 

46140 

47650 

49150 

27 

41570 

42980 

44430 

45880 

47330 

28 

40080 

41440 

42840 

44240 

45640 

29 

38700 

40010 

41360 

42720 

44070 

30 

37410 

38680 

39990 

41290 

42600 

31 

36200 

37430 

38700 

39960 

41230 

32 

35070 

36260 

37490 

38710 

39940 

33 

34010 

35160 

36350 

37540 

38730 

34 

33010 

34130 

35280 

36430 

37590 

35 

32070 

33150 

34270 

35390 

36510 

36 

31170 

32230 

33320 

34410 

35500 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3 span. 


92  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


Distance 

STANDARD  I-BEAMS. 

between 

18  Inch  No.  B 65. 

20  Inch  No. 

B73. 

supports 

65 

60 

65 

70 

65 

70 

75 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

94290 

99770 

104470 

109180 

124750 

130110 

135340 

11 

85720 

90700 

94980 

99250 

113410 

118280 

123040 

12 

78570 

83140 

87060 

90980 

103960 

108430 

112780 

13 

72530 

76740 

80360 

83980 

95960 

100090 

104110 

14 

67350 

71260 

74620 

77990 

89110 

92940 

96670 

15 

62860 

66510 

69650 

72790 

83170 

86740 

90230 

16 

58930 

62360 

65300 

68240 

77970 

81320 

84590 

17 

55460 

58650 

61460 

64220 

73380 

76540 

79610 

18 

52380 

55430 

58040 

60660 

69310 

72280 

75190 

19 

49630 

52510 

54990 

57460 

65660 

68480 

71230 

20 

47140 

49880 

52240 

54590 

62370 

65060 

67670 

21 

44900 

47510 

49750 

51990 

59400 

61960 

64450 

22 

42860 

45350 

47490 

49630 

56700 

59140 

61520 

23 

40990 

43380 

45420 

47470 

54240 

56570 

58840 

24 

39290 

41570 

43530 

45490 

51980 

54210 

56390 

25 

37720 

39910 

41790 

43670 

49900 

52040 

54140 

26 

36260 

38370 

40180 

41990 

47980 

50040 

52050 

27 

34920 

36950 

38690 

40440 

46200 

48190 

50130 

28 

33670 

35630 

37310 

38990 

44550 

46470 

48340 

29 

32510 

34400 

36030 

37650 

43020 

44870 

46670 

30 

31430 

33260 

34820 

36390 

41580 

43370 

45110 

31 

30420 

32180 

33700 

35220 

40240 

41970 

43660 

32 

29460 

31200 

32650 

34120 

38980 

40660 

42290 

33 

28570 

30230 

31660 

33080 

37800 

39430 

41010 

34 

27730 

29340 

30730 

32110 

36690 

38270 

39810 

35 

26940 

28510 

29850 

31190 

35640 

37170 

38670 

36 

26190 

27710 

29020 

30330 

34650 

36140 

37590 

CAMBKIA  STEEL.  93 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


SPECIAL  I-BEAM. 

Distance 

between  supports 

20  Inch  No.  B 121. 

in  feet. 

80 

85 

90 

95 

100 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

156410 

160910 

166140 

171370 

176600 

11 

142190 

146280 

151040 

155790 

160540 

12 

130340 

134090 

138450 

142810 

147160 

13 

120310 

123780 

127800 

131820 

135840 

14 

111720 

114940 

118670 

122410 

126140 

15 

104270 

107270 

110760 

114250 

117730 

16 

97750 

100570 

103840 

107100 

110370 

17 

92000 

94650 

97730 

100800 

103880 

18 

86890 

89390 

92300 

95200 

98110 

19 

82320 

84690 

87440 

90190 

92950 

20 

78200 

80460 

83070 

85680 

88300 

21 

74480 

76620 

79110 

81600 

84090 

22 

71090 

73140 

75520 

77890 

80270 

23 

68000 

69960 

72230 

74510 

76780 

24 

65170 

67050 

69220 

71400 

73580 

25 

62560 

64360 

66460 

68550 

70640 

26 

60160 

61890 

63900 

65910 

67920 

27 

57930 

59600 

61530 

63470 

65410 

28 

55860 

57470 

59340 

61200 

63070 

29 

53930 

55490 

57290 

59090 

60900 

30 

52140 

53640 

55380 

57120 

58870 

31 

50450 

51910 

53590 

55280 

56970 

32 

48880 

50280 

51920 

53550 

55190 

33 

47400 

48760 

50350 

51930 

53510 

34 

46000 

47330 

48860 

50400 

51940 

35 

44690 

45970 

47470 

48980 

50460 

36 

43450 

44700 

46150 

47600 

49050 

94  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  I-BEAMS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  beam. 


STANDARD  I-BEAM. 

Distance 


between  supports  24  Inch.  No.  B 89. 


in  feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

185530 

192700 

198970 

205240 

211520 

11 

168660 

175180 

180880 

186590 

192290 

12 

154610 

160580 

165810 

171040 

176270 

13 

142720 

148230 

153050 

157880 

162710 

14 

132520 

137640 

142120 

146600 

151080 

15 

123690 

128460 

132650 

136830 

141010 

16 

115960 

120430 

124360 

128280 

132200 

17 

109140 

113350 

117040 

120730 

124420 

18 

103070 

107050 

110540 

114020 

117510 

19 

97650 

101420 

104720 

108020 

111330 

20 

92770 

96350 

99480 

102620 

105760 

21 

88350 

91760 

94750 

97740 

100720 

22 

84330 

87590 

90440 

93290 

96140 

23 

80670 

83780 

86510 

89240 

91960 

24 

77300 

80290 

82900 

85520 

88130 

25 

74210 

77080 

79590 

82100 

84610 

26 

71360 

74110 

76530 

78940 

81350 

27 

68720 

71370 

73690 

76020 

78340 

28 

66260 

68820 

71060 

73300 

75540 

29 

63980 

66450 

68610 

70770 

72940 

30 

61840 

64230 

66320 

68410 

70510 

31 

59850 

62160 

64180 

66210 

68230 

32 

57980 

60220 

62180 

64140 

66100 

33 

56220 

58390 

60290 

62200 

64100 

34 

54570 

56680 

58520 

60370 

62210 

35 

53010 

55060 

56850 

58640 

60430 

36 

51540 

53530 

55270 

57010 

58760 

Safe  loads  above  dotted  line  are  greater  than  safe  loads  for  web 
crippling,  as  explained  and  shown  on  pages  72  to  74  inclusive. 


CAMBRIA  STEEL.  95 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNELS. 

Distance 

between 

3InchNo.C5. 

4 Inch  No.  C9. 

5 Inch  No.  CIS. 

supports 

in  feet. 

4 

5 

6 

6.S5 

6.25 

7.25 

6.5 

9 

11.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

2910 

3290 

3680 

5060 

5570 

6090 

7910 

9460 

11100 

5 

2330 

2630 

2940 

4050 

4450 

4870 

6330 

7570 

8880 

6 

1940 

2190 

2450 

3370 

3710 

4060 

5270 

6310 

7400 

7 

1660 

1880 

2100 

2890 

3180 

3480 

4520 

5410 

6340 

8 

1450 

1640 

1840 

2530 

2780 

3050 

3960 

4730 

5550 

9 

1290 

1460 

1630 

2250 

2470 

2710 

3520 

4210 

4930 

10 

1160 

1310 

1470 

2020 

2230 

2440 

3160 

3790 

4440 

11 

1060 

1190 

1340 

1840 

2020 

2210 

2880 

3440 

4040 

12 

970 

1100 

1230 

1690 

1860 

2030 

2640 

3150 

3700 

13 

890 

1010 

1130 

1560 

1710 

1870 

2430 

2910 

3410 

14 

830 

940 

1050 

1440 

1590 

1740 

2260 

2700 

3170 

15 

780 

880 

980 

1350 

1480 

1620 

2110 

2520 

2960 

16 

730 

820 

920 

1260 

1390 

1520 

1980 

2370 

2770 

17 

680 

770 

870 

1190 

1310 

1430 

1860 

2230 

2610 

18 

650 

730 

820 

1120 

1240 

1350 

1760 

2100 

2470 

19 

610 

690 

770 

1060 

1170 

1280 

1670 

1990 

2340 

20 

580 

660 

740 

1010 

1110 

1220 

1580 

1890 

2220 

21 

550 

630 

700 

960 

1060 

1160 

1510 

1800 

2110 

22 

530 

600 

670 

920 

1010 

1110 

1440 

1720 

2020 

23 

510 

570 

640 

880 

970 

1060 

1380 

1650 

1930 

24 

480 

550 

610 

840 

930 

1020 

1320 

1580 

1850 

25 

470 

530 

590 

810 

890 

970 

1270 

1510 

1780 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


96  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNELS. 


Distance 

between 

6 Inch  No.  C 17. 

7 Inch  No. 

C21. 

supports 

in  feet. 

8 

10.5 

13 

16.6 

9.75 

12.26 

14.75 

17.26 

19.75 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11550 

13440 

15400 

17360 

16070 

18410 

20700 

22990 

25280 

5 

9240 

10750 

12320 

13890 

12850 

14730 

16560 

18390 

20220 

6 

7700 

8960 

10270 

11570 

10710 

12280 

13800 

15330 

16850 

7 

6600 

7680 

8800 

9920 

9180 

10520 

11830 

13140 

14440 

8 

5780 

6720 

7700 

8680 

8030 

9210 

10350 

11490 

12640 

9 

5130 

5970 

6840 

7720 

7140 

8180 

9200 

10220 

11230 

10 

4620 

5380 

6160 

6940 

6430 

7370 

8280 

9200 

10110 

11 

4200 

4890 

5600 

6310 

5840 

6700 

7530 

8360 

9190 

12 

3850 

4480 

5130 

5790 

5360 

6140 

6900 

7660 

8430 

13 

3550 

4130 

4740 

5340 

4940 

5670 

6370 

7070 

7780 

14 

3300 

3840 

4400 

4960 

4590 

5260 

5910 

6570 

7220 

15 

3080 

3580 

4110 

4630 

4280 

4910 

5520 

6130 

6740 

16 

2890 

3360 

3850 

4340 

4020 

4600 

5180 

5750 

6320 

17 

2720 

3160 

3620 

4080 

3780 

4330 

4870 

5410 

5950 

18 

2570 

2990 

3420 

3860 

3570 

4090 

4600 

5110 

5620 

19 

2430 

2830 

3240 

3650 

3380 

3880 

4360 

4840 

5320 

20 

2310 

2690 

3080 

3470 

3210 

3680 

4140 

4600 

5060 

21 

2200 

2560 

2930 

3310 

3060 

3510 

3940 

4380 

4810 

22 

2100 

2440 

2800 

3160 

2920 

3350 

3760 

4180 

4600 

23 

2010 

2340 

2680 

3020 

2790 

3200 

3600 

4000 

4400 

24 

1930 

2240 

2570 

2890 

2680 

3070 

3450 

3830 

4210 

25 

1850 

2150 

2460 

2780 

2570 

2950 

3310 

3680 

4040 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3 span. 


CAMBRIA  STEEL.  97 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNELS. 


Distance 

between 

8 Inch  No. 

C26. 

9 Inch  No.  C 29. 

supports 

in  feet. 

11.25 

18.75 

16.25 

18.75 

21.25 

13.25 

15 

20 

25 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

21530 

24000 

26610 

29230 

31840 

28040 

30130 

36020 

41900 

5 

17230 

19200 

21290 

23380 

25470 

22430 

24110 

28810 

33520 

6 

14360 

16000 

17740 

19480 

21230 

18690 

20090 

24010 

27930 

7 

12310 

13710 

15210 

16700 

18200 

16020 

17220 

20580 

23940 

8 

10770 

12000 

13310 

14610 

15920 

14020 

15070 

18010 

20950 

9 

9570 

10670 

11830 

12990 

14150 

12460 

13390 

16010 

18620 

10 

8610 

9600 

10650 

11690 

12740 

11220 

12050 

14410 

16760 

11 

7830 

8730 

9680 

10630 

11580 

10200 

10960 

13100 

15240 

12 

7180 

8000 

8870 

9740 

10610 

9350 

10040 

12010 

13970 

13 

6630 

7380 

8190 

8990 

9800 

8630 

9270 

11080 

12890 

14 

6150 

6860 

7600 

8350 

9100 

8010 

8610 

10290 

11970 

15 

5740 

6400 

7100 

7790 

8490 

7480 

8040 

9600 

11170 

16 

5380 

6000 

6650 

7310 

7960 

7010 

7530 

9000 

10470 

17 

5070 

5650 

6260 

6880 

7490 

6600 

7090 

8470 

9860 

18 

4790 

5330 

5910 

6490 

7080 

6230 

6700 

8000 

9310 

19 

4530 

5050 

5600 

6150 

6700 

5900 

6340 

7580 

8820 

20 

4310 

4800 

5320 

5850 

6370 

5610 

6030 

7200 

8380 

21 

4100 

4570 

5070 

5570 

6070 

5340 

5740 

6860 

7980 

22 

3920 

4360 

4840 

5310 

5790 

5100 

5480 

6550 

7620 

23 

3750 

4170 

4630 

5080 

5540 

4880 

5240 

6260 

7290 

24 

3590 

4000 

4440 

4870 

5310 

4670 

5020 

6000 

6980 

25 

3450 

3840 

4260 

4680 

5090 

4490 

4820 

5760 

6700 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = 3 Jq  span. 


98  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNEL. 


Distance 

10  Inch  No.  C 33. 

between  supports 


in  feet. 

15 

lbs. 

20 

lbs. 

25 

lbs. 

30 

lbs. 

35 

lbs. 

10 

14270 

16790 

19410 

22020 

24640 

11 

12970 

15270 

17640 

20020 

22400 

12 

11890 

14000 

16170 

18350 

20530 

13 

10980 

12920 

14930 

16940 

18950 

14 

10190 

12000 

13860 

15730 

17600 

15 

9510 

11200 

12940 

14680 

16430 

16 

8920 

10500 

12130 

13760 

15400 

17 

8390 

9880 

11420 

12950 

14490 

18 

7930 

9330 

10780 

12240 

13690 

19 

7510 

8840 

10220 

11590 

12970 

20 

7130 

8400 

9700 

11010 

12320 

21 

6790 

8000 

9240 

10490 

11730 

22 

6490 

7630 

8820 

10010 

11200 

23 

6200 

7300 

8440 

9580 

10710 

24 

5940 

7000 

8090 

9180 

10270 

25 

5710 

6720 

7760 

8810 

9860 

26 

5490 

6460 

7460 

8470 

9480 

27 

5280 

6220 

7190 

8160 

9130 

28 

5100 

6000 

6930 

7870 

8800 

29 

4920 

5790 

6690 

7590 

8500 

30 

4760 

5600 

6470 

7340 

8210 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL.  99 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNEL. 


Distance 

, , , 12  Inch  No.  C 41. 

between  supports 


in  feet. 

20.5 

lbs. 

25 

lbs. 

30 

lbs. 

85 

lbs. 

40 

lbs. 

10 

22780 

25600 

28740 

31870 

35010 

11 

20700 

23270 

26120 

28980 

31830 

12 

18980 

21330 

23950 

26560 

29180 

13 

17520 

19690 

22110 

24520 

26930 

14 

16270 

18290 

20530 

22770 

25010 

15 

15180 

17070 

19160 

21250 

23340 

16 

14230 

16000 

17960 

19920 

21880 

17 

13400 

15060 

16900 

18750 

20600 

18 

12650 

14220 

15970 

17710 

19450 

19 

11990 

13470 

15120 

16780 

18430 

20 

11390 

12800 

14370 

15940 

17510 

21 

10850 

12190 

13680 

15180 

16670 

22 

10350 

11640 

13060 

14490 

15910 

23 

9900 

11130 

12490 

13860 

15220 

24 

9490 

10670 

11970 

13280 

14590 

25 

9110 

10240 

11490 

12750 

14000 

26 

8760 

9850 

11050 

. 12260 

13470 

27 

8440 

9480 

10640 

11810 

12970 

28 

8130 

9140 

10260 

11380 

12500 

29 

7850  . 

8830 

9910 

10990 

12070 

30 

7590 

8530 

9580 

10620 

11670 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be 
greater  than  the  allowable  limit  for  plastered  ceilings  = ^ span. 


100  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  CHANNELS. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  channel. 


STANDARD  CHANNEL. 

Distance  — 

between  16  Inch  No.  C 63. 


in  feet. 

33 

lbs. 

35 

lbs. 

40 

lbs. 

45 

lbs. 

50 

lbs. 

55 

lbs. 

10 

44450 

45500 

49420 

53350 

57270 

61190 

11 

40410 

41370 

44930 

48500 

52060 

55630 

12 

37040 

37920 

41190 

44460 

47720 

50990 

13 

34190 

35000 

38020 

41040 

44050 

47070 

14 

31750 

32500 

35300 

38100 

40910 

43710 

15 

29630 

30340 

32950 

35560 

38180 

40790 

16 

27780 

28440 

30890 

33340 

35790 

38240 

17 

26150 

26770 

29070 

31380 

33690 

35990 

18 

24700 

25280 

27460 

29640 

31820 

33990 

19 

23400 

23950 

26010 

28080 

30140 

32210 

20 

22230 

22750 

24710 

26670 

28630 

30590 

21 

21170 

21670 

23540 

25400 

27270 

29140 

22 

20210 

20680 

22470 

24250 

26030 

27810 

23 

19330 

19780 

21490 

23190 

24900 

26600 

24 

18520 

18960 

20590 

22230 

23860 

25500 

25 

17780 

18200 

19770 

21340 

22910 

24480 

26 

17100 

17500 

19010 

20520 

22030 

23530 

27 

16460 

16850 

18310 

19760 

21210 

22660 

28 

15880 

16250 

17650 

19050 

20450 

21850 

29 

15330 

15690 

17040 

18400 

19750 

21100 

30 

14820 

15170 

16470 

17780 

19090 

20400 

CAMBRIA  STEEL.  101 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 

between 

supports 

STANDARD  I 

-BEAMS. 

3 Inch  No. 

B 5. 

4 Inch  No.  B 9. 

in  feet. 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11.0 

12.0 

12.9 

19.9 

21.2 

22.5 

23.8 

5 

7.1 

7.7 

8.3 

12.7 

13.6 

14.4 

15.2 

6 

4.9 

5.3 

5.8 

8.8 

9.4 

10.0 

10.6 

7 

3.6 

3.9 

4.2 

6.5 

6.9 

7.3 

7.8 

8 

2.8 

3.0 

3.2 

5.0 

5.3 

5.6 

5.9 

9 

2.2 

2.4 

2.6 

3.9 

4.2 

4.4 

4.7 

10 

1.8 

1.9 

2.1 

3.2 

3.4 

3.6 

3.8 

11 

1.5 

1.6 

1.7 

2.6 

2.8 

3.0 

3.1 

12 

1.2 

1.3 

1.4 

2.2 

2.4 

2.5 

2.6 

13 

1.0 

1.1 

1.2 

1.9 

2.0 

2.1 

2.3 

14 

1.0 

1.1 

1.6 

1.7 

1.8 

1.9 

15 

1.4 

1.5 

1.6 

1.7 

16 

1.2 

1.3 

1.4 

1.5 

17 

1.1 

1.2 

1.2 

1.3 

18 

1.0 

1,0 

1.1 

1.2 

19 

1.0 

1.1 

20 

1.0 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 

^ , . Intensity  of  loading  from  table_  ^ ^ 

Required  spacmg=  New  intensity  of  loadini~><  Computed  spacing  from  table. 


102  CAMBKIA  STEEL. 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 

STANDARD  I-BEAMS. 

between 

6 Inch  No.  B 13. 

6 Inch  No.  B 17. 

supports 
in  feet. 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

32.2 

36.3 

40.4 

48.4 

53.3 

58.2 

5 

20.6 

23.2 

25.9 

31.0 

34.1 

37.2 

6 

14.3 

16.1 

18.0 

21.5 

23.7 

25.9 

7 

10.5 

11.9 

13.2 

15.8 

17.4 

19.0 

8 

8.1 

9.1 

10.1 

12.1 

13.3 

14.5 

9 

6.4 

7.2 

8.0 

9.6 

10.5 

11.5 

10 

5.2 

5.8 

6.5 

7.7 

8.5 

9.3 

11 

4.3 

4.8 

5.3 

6.4 

7.0 

7.7 

12 

3.6 

4.0 

4.5 

5.4 

5.9 

6.5 

13 

3.1 

3.4 

3.8 

4.6 

5.0 

5.5 

14 

2.6 

3.0 

3.3 

4.0 

4.4 

4.8 

15 

2.3 

2.6 

2.9 

3.4 

3.8 

4.1 

16 

2.0 

2.3 

2.5 

3.0 

3.3 

3.6 

17 

1.8 

2.0 

2.2 

2.7 

3.0 

3.2 

18 

1.6 

1.8 

2.0 

2.4 

2.6 

2.9 

19 

1.4 

1.6 

1.8 

2.1 

2.4 

2.6 

20 

1.3 

1.5 

1.6 

1.9 

2.1 

2.3 

21 

1.2 

1.3 

1.5 

1.8 

1.9 

2.1 

22 

1.1 

1.2 

1.3 

1.6 

1.8 

1.9 

23 

1.0 

1.1 

1.2 

1.5 

1.6 

1.8 

24 

1.0 

1.1 

1.3 

1.5 

1.6 

25 

1.0 

1.2 

1.4 

1.5 

26 

1.0 

1.1 

1.3 

1.4 

27 

1.1 

1.2 

1.3 

28 

1.0 

1.1 

1.2 

29 

1.0 

1.1 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  tor  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 

_ . . . Intensity  of  loading  from  table^^  _ ^ , . . ... 

Required  spacing X Computed  spacing  from  table. 


CAMBKIA  STEEIi. 


103 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 

STANDARD  1- 

•BEAMS. 

between 

7 Inch  No.  B 21. 

8 Inch  No.  B 25. 

supports 

15 

17.5 

20 

18.00 

20.25 

22.75 

25.25 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

69.0 

74.6 

80.3 

94.8 

100.3 

106.9 

113.4 

5 

44.2 

47.8 

51.4 

"eo'T 

64.2 

68.4 

72.6 

6 

30.7 

33.2 

35.7 

42.1 

44.6 

47.5 

50.4 

7 

22.5 

24.4 

26.2 

31.0 

32.8 

34.9 

37.0 

8 

17.3 

18.7 

20.1 

23.7 

25.1 

26.7 

28.3 

9 

13.6 

14.7 

15.9 

18.7 

19.8 

21.1 

22.4 

10 

11.0 

11.9 

12.9 

15.2 

16.1 

17.1 

18.1 

11 

9.1 

9.9 

10.6 

12.5 

13.3 

14.1 

15.0 

12 

7.7 

8.3 

8.9 

10.5 

11.1 

11.9 

12.6 

13 

6.5 

7.1 

7.6 

9.0 

9.5 

10.1 

10.7 

14 

5.6 

6.1 

6.6 

7.7 

8.2 

8.7 

9.3 

15 

4.9 

5.3 

5.7 

6.7 

7.1 

7.6 

8.1 

16 

4.3 

4.7 

5.0 

5.9 

6.3 

6.7 

7.1 

17 

3.8 

4.1 

4.4 

5.2 

5.6 

5.9 

6.3 

18 

e3.4 

3.7 

4.0 

4.7 

5.0 

5.3 

5.6 

19 

3.1 

3.3 

3.6 

4.2 

4.4 

4.7 

5.0 

20 

2.8 

3.0 

3.2 

3.8 

4.0 

4.3 

4.5 

21 

2.5 

2.7 

2.9 

3.4 

3.6 

3.9 

4.1 

22 

2.3 

2.5 

2.7 

3.1 

3.3 

3.5 

3.7 

23 

2.1 

2.3 

2.4 

2.9 

3.0 

3.2 

3.4 

24 

1.9 

2.1 

2.2 

2.6 

2.8 

3.0 

3.1 

25 

1.8 

1.9 

2.1 

2.4 

2.6 

2.7 

2.9 

26 

1.6 

1.8 

1.9 

2.2 

2.4 

2.5 

2.7 

27 

1.5 

1.6 

1.8 

2.1 

2.2 

2.3 

2.5 

28 

1.4 

1.5 

1.6 

1.9 

2.0 

2.2 

2.3 

29 

1.3 

1.4 

1.5 

1.8 

1.9 

2.0 

2.2 

For  spacing  above  the  dotted  line  the  safe  load  for  bending  is  greater  than  the 
safe  load  for  web  crippling,  as  explained  and  shown  on  pages  72  to  74  inclusive. 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 


Required  spacing = 


Intensity  of  loading  from  table 
New  intensity  of  loading 


X Computed  spacing  from  table. 


104 


CAMBKIA  STEEL. 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 


STANDARD  I-BEAMS. 


between 

9 Inch  No.  B 29. 

10  Inch  No.  B 33. 

supports 

21 

25 

30 

85 

25 

30 

35 

40 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

31.5 

34.1 

37.7 

41.4 

9 

24.9 

26.9 

29.8 

32.7 

10 

20.1 

21.8 

24.1 

26.5 

26.0 

28.6 

31.2 

33.9 

11 

16.6 

18.0 

20.0 

21.9 

21.5 

23.7 

25.8 

28.0 

12 

14.0 

15.1 

16.8 

18.4 

18.1 

19.9 

21.7 

23.5 

13 

11.9 

12.9 

14.3 

15.7 

15.4 

16.9 

18.5 

20.0 

14 

10.3 

11.1 

12.3 

13.5 

13.3 

14.6 

15.9 

17.3 

15 

8.9 

9.7 

10.7 

11.8 

11.6 

12.7 

13.9 

15.0 

16 

7.9 

8.5 

9.4 

10.4 

10.2 

11.2 

12.2 

13.2 

17 

7.0 

7.5 

8.4 

9.2 

9.0 

9.9 

10.8 

11.7 

18 

6.2 

6.7 

7.5 

8.2 

8.0 

8.8 

9.6 

10.4 

19 

5.6 

6.0 

6.7 

7.3 

7.2 

7.9 

8.7 

9.4 

20 

5.0 

5.4 

6.0 

6.6 

6.5 

7.2 

7.8 

8.5 

21 

4.6 

4.9 

5.5 

6.0 

5.9 

6.5 

7.1 

7.7 

22 

4.2 

4.5 

5.0 

5.5 

5.4 

5.9 

6.5 

7.0 

23 

3.8 

4.1 

4.6 

5.0 

4.9 

5.4 

5.9 

6.4 

24 

3.5 

3.8 

4.2 

4.6 

4.5 

5.0 

5.4 

5.9 

25 

3.2 

3.5 

3.9 

4.2 

4.2 

4.6 

5.0 

5.4 

26 

3.0 

3.2 

3.6 

3.9 

3.9 

4.2 

4.6 

5.0 

27 

2.8 

3.0 

3.3 

3.6 

3.6 

3.9 

4.3 

4.6 

28 

2.6 

2.8 

3.1 

3.4 

3.3 

3.7 

4.0 

4.3 

29 

2.4 

2.6 

2.9 

3.2 

3.1 

3.4 

3.7 

4.0 

30 

2.2 

2.4 

2.7 

2.9 

2.9 

3.2 

3.5 

3.8 

31 

2.1 

2.3 

2.5 

2.8 

2.7 

3.0 

3.3 

3.5 

32 

2.5 

2.8 

3.1 

3.3 

33 



2.4 

2.6 

2.9 

3.1 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 

Required  ofloadingfrom  Computed  spacing  from  table. 

New  intensity  of  loading 


CAMBRIA  STEEL. 


105 


SPACING  OP  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 


Distance 

STANDARD 

I-BEAM. 

SPECIAL 

I-BEAM. 

supports 

12  Inch  No.  B 41. 

12  Inch  No.  B 105. 

in  feet. 

31.5 

35 

40 

40 

45 

50 

55 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

38.4 

40.6 

43.7 

47.8 

50.8 

53.9 

57.1 

11 

31.7 

33.5 

36.1 

39.5 

42.0 

44.6 

47.2 

12 

26.6 

28.2 

30.4 

33.2 

35.3 

37.5 

39.6 

13 

22.7 

24.0 

25.9 

28.3 

30.1 

31.9 

33.8 

14 

19.6 

20.7 

22.3 

24.4 

25.9 

27.5 

29.1 

15 

17.1 

18.0 

19.4 

21.3 

22.6 

24.0 

25.4 

16 

15.0 

15.9 

17.1 

18.7 

19.8 

21.1 

22.3 

17 

13.3 

14.0 

15.1 

16.5 

17.6 

18.7 

19.7 

18 

11.8 

12.5 

13.5 

14.8 

15.7 

16.6 

17.6 

19 

10.6 

11.2 

12.1 

13.2 

14.1 

14.9 

15.8 

20 

9.6 

10.1 

10.9 

12.0 

12.7 

13.5 

14.3 

21 

8.7 

9.2 

9.9 

10.8 

11.5 

12.2 

12.9 

22 

7.9 

8.4 

9.0 

9.9 

10.5 

11.1 

11.8 

23 

7.3 

7.7 

8.3 

9.0 

9.6 

10.2 

10.8 

24 

6.7 

7.0 

7.6 

8.3 

8.8 

9.4 

9.9 

25 

6.1 

6.5 

7.0 

7.7 

8.1 

8.6 

9.1 

26 

5.7 

6.0 

6.5 

7.1 

7.5 

8.0 

8.4 

27 

5.3 

5.6 

6.0 

6.6 

7.0 

7.4 

7.8 

28 

4.9 

5.2 

5.6 

6.1 

6.5 

6.9 

7.3 

29 

4.6 

4.8 

5.2 

5.7 

6.0 

6.4 

6.8 

30 

4.3 

4.5 

4.9 

5.3 

5.6 

6.0 

6.3 

31 

4.0 

4.2 

4.5 

5.0 

5.3 

5.6 

5.9 

32 

3.7 

4.0 

4.3 

4.7 

5.0 

5.3 

5.6 

33 

3.5 

3.7 

4.0 

4.4 

4.7 

5.0 

5.2 

34 

3.3 

3.5 

3.8 

4.1 

4.4 

4.7 

4.9 

35 

3.1 

3.3 

3.6 

3.9 

4.1 

4.4 

4.7 

36 

3.0 

3.1 

3.4 

3.7 

3.9 

4.2 

4.4 

X opauiiiso  uciuw  tiie  neavy  lines  tne  aeflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

as  follow?  intensities  of  loading  may  be  obtained  from  those  in  tables 

■RpnnirAM  from  table  ^ 

equired  spacing  intensity  of  loading  Computed  spacing  from  table. 


106  CAMBRIA  STEEL. 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 


Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 
between 
supports 
in  feet. 

STANDARD  I- 

-BEAM. 

16  Inch  No.  B 63. 

42 

lbs. 

45 

lbs. 

60 

lbs. 

55 

lbs. 

60 

lbs. 

10 

62.8 

64.8 

68.8 

72.7 

76.6 

11 

51.9 

53.6 

56.8 

60.1 

63.3 

12 

43.6 

45.0 

47.7 

50.5 

53.2 

13 

37.2 

38.4 

40.7 

43.0 

45.3 

14 

32.0 

33.1 

35.1 

37.1 

39.1 

15 

27.9 

28.8 

30.6 

32.3 

34.0 

16 

24.5 

25.3 

26.9 

28.4 

29.9 

17 

21.7 

22.4 

23.8 

25.1 

26.5 

18 

19.4 

20.0 

21.2 

22.4 

23.6 

19 

17.4 

18.0 

19.0 

20.1 

21.2 

20 

15.7 

16.2 

17.2 

18.2 

19.1 

21 

14.2 

14.7 

15.6 

16.5 

17.4 

22 

13.0 

13.4 

14.2 

15.0 

15.8 

23 

11.9 

12.3 

13.0 

13.7 

14.5 

24 

10.9 

11.3 

11.9 

12.6 

13.3 

25 

10.1 

10.4 

11.0 

11.6 

12.3 

26 

9.3 

9.6 

10.2 

10.8 

11.3 

27 

8.6 

8.9 

9.4 

10.0 

10.5 

28 

8.0 

8.3 

8.8 

9.3 

9.8 

29 

7.5 

7.7 

8.2 

8.6 

9.1 

30 

7.0 

7.2 

7.6 

8.1 

8.5 

31 

6.5 

6.7 

7.2 

7.6 

8.0 

32 

6.1 

6.3 

6.7 

7.1 

7.5 

33 

5.8 

6.0 

6.3 

6.7 

7.0 

34 

5.4 

5.6 

5.9 

6.3 

6.6 

35 

5.1 

5.3 

5.6 

5.9 

6.3 

36 

4.8 

5.0 

5.3 

5.6 

5.9 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 

^ , . Intensity  of  loading  from  table  ^ . , , , 

Required  spacing  = — .tj : ^ — -y. X Computed  spacing  from  table. 


CAMBRIA  STEEL. 


107 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


SPECIAL  I-BEAM. 


between 
supports 
in  feet. 

15  Inch  No.  B 109. 

60 

lbs. 

65 

lbs. 

70 

lbs. 

75 

lbs. 

80 

lbs. 

10 

86.6 

90.5 

94.4 

98.3 

102.2 

11 

71.6 

74.8 

78.0 

81.2 

84.5 

12 

60.1 

62.8 

65.5 

68.3 

71.0 

13 

51.3 

53.5 

55.9 

58.2 

60.5 

14 

44.2 

46.2 

48.2 

50.2 

52.2 

15 

38.5 

40.2 

41.9 

43.7 

45.4 

16 

33.8 

35.3 

36.9 

38.4 

39.9 

17 

30.0 

31.3 

32.7 

34.0 

35.4 

18 

26.7 

27.9 

29.1 

30.3 

31.6 

19 

24.0 

25.1 

26.1 

27.2 

28.3 

20 

21.7 

22.6 

23.6 

24.6 

25.6 

21 

19.6 

20.5 

21.4 

22.3 

23.2 

22 

17.9 

18.7 

19.5 

20.3 

21.1 

23 

16.4 

17.1 

17.8 

18.6 

19.3 

24 

15.0 

15.7 

16.4 

17.1 

17.7 

25 

13.9 

14.5 

15.1 

15.7 

16.4 

26 

12.8 

13.4 

14.0 

14.5 

15.1 

27 

11.9 

12.4 

12.9 

13.5 

14.0 

28 

11.0 

11.5 

12.0 

12.5 

13.0 

29 

10.3 

10.8 

11.2 

11.7 

12.2 

30 

9.6 

10.1 

10.5 

10.9 

11.4 

31 

9.0 

9.4 

9.8 

10.2 

10.6 

32 

8.5 

8.8 

9.2 

9.6 

10.0 

33 

8.0 

8.3 

8.7 

9.0 

9.4 

34 

7.5 

7.8 

8.2 

8.5 

8.8 

35 

7.1 

7.4 

7.7 

8.0 

8.3 

36 

6.7 

7.0 

7.3 

7.6 

7.9 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 


Required  spacing = 


Intensity  of  loading  from  table 
New  intensity  of  loading 


X Computed  spacing  from  table. 


108 


CAMBRIA  STEEL. 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


SPECIAL  I-BEAM. 


between 
supports 
in  feet. 

15  Inch  No.  B 113. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

112.2 

116.0 

120.0 

123.9 

127.8 

11 

92.8 

95.9 

99.1 

102.4 

105.6 

12 

77.9 

80.6 

83.3 

86.0 

88.7 

13 

66.4 

68.7 

71.0 

73.3 

75.6 

14 

57.3 

59.2 

61.2 

63.2 

65.2 

15 

49.9 

51.6 

53.3 

55.1 

56.8 

16 

43.8 

45.3 

46.9 

48.4 

49.9 

17 

38.8 

40.2 

41.5 

42.9 

44.2 

18 

34.6 

35.8 

37.0 

38.2 

39.4 

19 

31.1 

32.1 

33.2 

34.3 

35.4 

20 

28.1 

29.0 

30.0 

31.0 

31.9 

21 

25.4 

26.3 

27.2 

28.1 

29.0 

22 

23.2 

24.0 

24.8 

25.6 

26.4 

23 

21.2 

21.9 

22.7 

23.4 

24.2 

24 

19.5 

20.1 

20.8 

21.5 

22.2 

25 

18.0 

18.6 

19.2 

19.8 

20.4 

26 

16.6 

17.2 

17.7 

18.3 

18.9 

27 

15.4 

15.9 

16.5 

17.0 

17.5 

28 

14.3 

14.8 

15.3 

15.8 

16.3 

29 

13.3 

13.8 

14.3 

14.7 

15.2 

30 

12.5 

12.9 

13.3 

13.8 

14.2 

31 

11.7 

12.1 

12.5 

12.9 

13.3 

32 

11.0 

11.3 

11.7 

12.1 

12.5 

33 

10.3 

10.7 

11.0 

11.4 

11.7 

34 

9.7 

10.0 

10.4 

10.7 

11.1 

35 

9.2 

9.5 

9.8 

10.1 

10.4 

36 

8.7 

9.0 

9.3 

9.6 

9.9 

For  spacings  below  the  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 

_ . , . Intensity  of  loading  from  table^  ^ _ , , . . ^ 

Required  spacing=— = 2=1 — X Computed  spacing  from  table. 

New  intensity  of  loading 


CAMBKIA  STEEL.  109 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 


Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 

STANDARD  I 

-BEAMS. 

between 

18  Inch  No.  B 65. 

20  Inch  No. 

B 73. 

supports 

55 

60 

65 

70 

65 

70 

75 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

94.3 

99.8 

104.5 

109.2 

124.7 

130.1 

135.3 

11 

77.9 

82.5 

86.3 

90.2 

103.1 

107.5 

111.9 

12 

65.5 

69.3 

72.6 

75.8 

86.6 

90.4 

94.0 

13 

55.8 

59.0 

61.8 

64.6 

73.8 

77.0 

80.1 

14 

48.1 

50.9 

53.3 

55.7 

63.6 

66.4 

69.1 

15 

41.9 

44.3 

46.4 

48.5 

55.4 

57.8 

60.2 

16 

36.8 

39.0 

40.8 

42.6 

48.7 

50.8 

52.9 

17 

32.6 

34.5 

36.2 

37.8 

‘ 43.2 

45.0 

46.8 

18 

29.1 

30.8 

32.2 

33.7 

38.5 

40.2 

41.8 

19 

26.1 

27.6 

28.9 

30.2 

34.6 

36.0 

37.5 

20 

23.6 

24.9 

26.1 

27.3 

31.2 

32.5 

33.8 

21 

21.4 

22.6 

23.7 

24.8 

28.3 

29.5 

30.7 

22 

19.5 

20.6 

21.6 

22.6 

25.8 

26.9 

28.0 

23 

17.8 

18.9 

19.7 

20.6 

23.6 

24.6 

25.6 

24 

16.4 

17.3 

18.1 

19.0 

21.7 

22.6 

23.5 

25 

15.1 

16.0 

16.7 

17.5 

20.0 

20.8 

21.7 

26 

13.9 

14.8 

15.5 

16.2 

18.5 

19.2 

20.0 

27 

12.9 

13.7 

14.3 

15.0 

17.1 

17.8 

18.6 

28 

12.0 

12.7 

13  3 

13.9 

15.9 

16.6 

17.3 

29 

11.2 

11.9 

12.4 

13.0 

14.8 

15.5 

16.1 

30 

10.5 

11.1 

11.6 

12.1 

13.9 

14.5 

15.0 

31 

9.8 

10.4 

10.9 

11.4 

13.0 

13.5 

14.1 

32 

9.2 

9.7 

10.2 

10.7 

12.2 

12.7 

13.2 

33 

8.7 

9.2 

9.6 

10.0 

11.5 

11.9 

12.4 

34 

8.2 

8.6 

9.0 

9.4 

10.8 

11.3 

11.7 

35 

7.7 

8.1 

8.5 

8.9 

10.2 

10.6 

11.0 

36 

7.3 

7.7 

8.1 

8.4 

9.6 

10.0 

10.4 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 


n - j,  . iHiciisiiyoi  loaaiiigiromiaDje  ^ „ 

Required  spacing New  intensity  of  loading.  C°“P“ted  spacing  from  table. 


110 


CAMBKIA  STEEL. 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 


Distance 


SPECIAL  I-BEAM. 


between 


20  Inch  No.  B 121. 


supports 
in  feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

156.4 

160.9 

166.1 

171.4 

176.6 

11 

129.3 

133.0 

137.3 

141.6 

145.9 

12 

108.6 

111.7 

115.4 

119.0 

122.6 

13 

92.5 

95.2 

98.3 

101.4 

104.5 

14 

79.8 

82.1 

84.8 

87.4 

90.1 

15 

69.5 

71.5 

73.8 

76.2 

78.5 

16 

61.1 

62.9 

64.9 

66.9 

69.0 

17 

54.1 

55.7 

57.5 

59.3 

61.1 

18 

48.3 

49.7 

51.3 

52.9 

54.5 

19 

43.3 

44.6 

46.0 

47.5 

48.9 

20 

39.1 

40.2 

41.5 

42.8 

44.1 

21 

35.5 

36.5 

37.7 

38.9 

40.0 

22 

32.3 

33.2 

34.3 

35.4 

36.5 

23 

29.6 

30.4 

31.4 

32.4 

33.4 

24 

27.2 

27.9 

28.8 

29.8 

30.7 

25 

25.0 

25.7 

26.6 

27.4 

28.3 

26 

23.1 

23.8 

24.6 

25.4 

26.1 

27 

21.5 

22.1 

22.8 

23.5 

24.2 

28 

19.9 

20.5 

21.2 

21.9 

22.5 

29 

18.6 

19.1 

19.8 

20.4 

21.0 

30 

17.4 

17.9 

18.5 

19.0 

19.6 

31 

16.3 

16.7 

17.3 

17.8 

18.4 

32 

15.3 

15.7 

16.2 

16.7 

17.2 

33 

14.4 

14.8 

15.3 

15.7 

16.2 

34 

13.5 

13.9 

14.4 

14.8 

15.3 

35 

12.8 

13.1 

13.6 

14.0 

14.4 

36 

12.1 

12.4 

12.8 

13.2 

13.6 

Spacings  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 


Required  spacing = 


Intensity  of  loading  from  table 
New  intensity  of  loading 


X Computed  spacing  from  table. 


CAMBRIA  STEEL.  m 


SPACING  OF  CAMBRIA  I-BEAMS  FOR  UNI- 
FORM LOAD  OF  100  LBS.  PER 
SQUARE  FOOT. 

Proper  distance  in  feet,  center  to  center  of  Beams. 
Maximum  fibre  stress  16  000  pounds  per  square  inch. 

Distance  STANDARD  I - B E A M[. 


24  Inch  No.  B 89. 


supports 
in  feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

185.5 

192.7 

199.0 

205.2 

211.5 

11 

153.3 

159.3 

164.4 

169.6 

174.8 

12 

128.8 

133.8 

138.2 

142.5 

146.9 

13 

109.8 

114.0 

117.7 

121.4 

125.2 

14 

94.7 

98.3 

101.5 

104.7 

107.9 

15 

82.5 

85.6 

88.4 

91.2 

94.0 

16 

72.5 

75.3 

77.7 

80.2 

82.6 

17 

64.2 

66.7 

68.8 

71.0 

73.2 

18 

57.3 

59.5 

61.4 

63.3 

65.3 

19 

51.4 

53.4 

55.1 

56.9 

58.6 

20 

46.4 

48.2 

49.7 

51.3 

52.9 

21 

42.1 

43.7 

45.1 

46.5 

48.0 

22 

38.3 

39.8 

41.1 

42.4 

43.7 

23 

35.1 

36.4 

37.6 

38.8 

40.0 

24 

32.2 

33.5 

34.5 

35.6 

36.7 

25 

29.7 

30.8 

31.8 

32.8 

33.8 

26 

27.4 

28.5 

29.4 

30.4 

31.3 

27 

25.5 

26.4 

27.3 

28.2 

29.0 

28 

23.7 

24.6 

25.4 

26.2 

27.0 

29 

22.1 

22.9 

23.7 

24.4 

25.2 

30 

20.6 

21.4 

22.1 

22.8 

23.5 

31 

19.3 

20.1 

20.7 

21.4 

22.0 

32 

18.1 

18.8 

19.4 

20.0 

20.7 

33 

17.0 

17.7 

18.3 

18.8 

19.4 

34 

16.0 

16.7 

17.2 

17.8 

18.3 

35 

15.1 

15.7 

16.2 

16.8 

17.3 

36 

14.3 

14.9 

15.4 

15.8 

16.3 

For  spacings  above  the  dotted  lines  the  safe  loads  for  bending  are  greater  than 
the  safe  loads  for  web  crippling,  as  explained  and  shown  on  pages  G4  to  66  inclusive. 

Spacmgs  for  other  intensities  of  loading  may  be  obtained  from  those  in  tables 
as  follows: 


Required  spacing = 


Intensity  of  loading  from  table 

~New  intensity  of  loading  ^ Computed  spacing  from  table. 


112  CAMBBIA  STEEL. 


MAXIMUM  BENDING  MOMENTS  IN  FOOT 
POUNDS  FOR  CAMBRIA  I-BEAMS. 


Maiimam  Bending 

Maximum  Bending 

Section 

Depth 

of 

Weight 

per 

Moment. 

Section 

Depth 

Weight 

per 

Foot. 

Moment. 

Num- 

Foot  Pounds. 

Num- 

of 

Foot  Pounds. 

ber. 

Beam. 

Foot. 

Fibre 

Fibre 

ber. 

Beam. 

Fibre 

Fibre  . 

Stress 

Stress 

Stress 

Stress 

16  000  lbs. 

12500  lbs. 

16  000  lbs. 

12  500  lbs. 

Inches. 

Pounds. 

per  Sq.  In. 

per  Sq.  In. 

Inches. 

Pounds. 

per  Sq.  In. 

per  Sq.  In. 

B 6 

3 

5.5 

2270 

1770 

B105 

12 

50 

67470 

52710 

u 

u 

6.5 

2400 

1880 

li 

il 

55 

71330 

55730 

il 

il 

7.5 

2530 

1980 

B 53 

15 

42 

78530 

61350 

B 9 

4 

7.5 

4000 

3130 

il 

a 

45 

81070 

63330 

u 

il 

8.5 

4270 

3330 

il 

il 

50 

86000 

67190 

u 

u 

9.5 

4530 

3540 

il 

il 

55 

90800 

70940 

u 

il 

10.5 

4800 

3750 

il 

li 

60 

95730 

74790 

B 13 

5 

9.75 

6400 

5000 

B109 

15 

60 

108270 

84580 

il 

il 

12.25 

7200 

5630 

il 

li 

65 

113070 

88330 

U 

il 

14.75 

8130 

6350 

il 

il 

70 

118000 

92190 

B 17 

12.25 

u 

il 

75 

122930 

96040 

6 

9730 

7600 

il 

il 

80 

127730 

99790 

u 

a 

14.75 

10670 

8330 

u 

u 

17.25 

11600 

9060 

B113 

15 

80 

140270 

109580 

B 21 

15 

13870 

10830 

li 

II 

85 

145070 

113330 

7 

il 

il 

90 

150000 

117190 

a 

il 

17.5 

14930 

11670 

il 

il 

95 

154800 

120940 

it 

il 

20 

16130 

12600 

li 

il 

100 

159730 

124790 

B 25 

8 

18 

18930 

14790 

B 65 

18 

55 

117870 

92080 

u 

il 

20.25 

20000 

15630 

li 

il 

60 

124670 

97400 

u 

il 

22.75 

21330 

16670 

il 

II 

65 

130530 

101980 

u 

il 

25.25 

22670 

17710 

it 

il 

70 

136530 

106670 

B 29 

9 

21 

25200 

19690 

B 73 

20 

65 

156000 

121880 

U 

il 

25 

27200 

21250 

il 

II 

70 

162670 

127080 

u 

il 

30 

30130 

23540 

a 

il 

75 

169200 

132190 

u 

il 

35 

33070 

25830 

B 33 

a 

u 

u 

10 

a 

il 

il 

25 

30 

35 

40 

32530 

35730 

39070 

42270 

25420 

27920 

30520 

33020 

B121 

il 

il 

il 

II 

20 

II 

il 

il 

il 

80 

85 

90 

95 

100 

195470 

201200 

207730 

214270 

220800 

152710 

157190 

162290 

167400 

172500 

B 41 

12 

31.5 

48000 

37500 

B 89 

24 

80 

231870 

181150 

a 

il 

35 

50670 

39580 

u 

il 

40 

54670 

42710 

il 

a 

85 

240930 

188230 

il 

ii 

90 

248670 

194270 

B105 

12 

40 

59730 

46670 

II 

il 

95 

256530 

200420 

a 

u 

45 

63470 

49580 

li 

ii 

100 

264400 

206560 

CAMBRIA  STEEL.  113 


MAXIMUM  BENDING  MOMENTS  IN  FOOT 
POUNDS  FOR  CAMBRIA  CHANNELS. 


Section 

Num- 

ber. 

Depth 

of 

Chan- 

nel. 

Weight 

per 

Foot. 

Maximum  Bending 
Moment. 

Section 

Num- 

ber. 

Depth 

of 

Chan- 

nel. 

Weight 

per 

Foot. 

Maximum  Bending 
Moment. 

Foot  Pounds. 

Foot  Pounds. 

Fibre 

Stress 

16  000  lbs. 
per  Sq.  In. 

Fibre 

Stress 

12  500  lbs. 
per  Sq.  In. 

Fibre 

Stress 

16  000  lbs. 
per  Sq.  In. 

Fibre 
Stress 
12500  lbs. 
per  Sq.  In. 

Inches. 

Pounds. 

Inches. 

Pounds. 

C 5 

3 

4 

1470 

1150 

C29 

9 

13.25 

14000 

10940 

u 

tt 

5 

1600 

1250 

a 

a 

15 

15070 

11770 

(( 

it 

6 

1870 

1460 

a 

a 

20 

18000 

14060 

ti 

a 

25 

20930 

16350 

C 9 

4 

5.25 

2530 

1980 

a 

it 

6.25 

2800 

2190 

C33 

10 

15 

17870 

13960 

u 

it 

7.25 

3070 

2400 

ti 

a 

20 

20930 

16350 

ti 

a 

25 

24270 

18960 

C13 

5 

6.5 

4000 

3130 

ti 

a 

30 

27470 

21460 

u 

ti 

9 

4670 

3650 

a 

a 

35 

30800 

24060 

ti 

ti 

11.5 

5600 

4380 

C41 

12 

20.5 

28530 

22290 

C17 

6 

8 

5730 

4480 

ti 

ti 

25 

32000 

25000 

u 

a 

10.5 

6670 

5210 

ti 

ti 

30 

35870 

28020 

u 

a 

13 

7730 

6040 

a 

a 

35 

39870 

31150 

ti 

ti 

15.5 

8670 

6770 

ti 

a 

40 

43730 

34170 

C21 

7 

9.75 

8000 

6250 

C53 

15 

33 

55600 

43440 

u 

ti 

12.25 

9200 

7190 

a 

a 

35 

56930 

44480 

ti 

a 

14.75 

10400 

8130 

ti 

a 

40 

61730 

48230 

it 

ti 

17.25 

11470 

8960 

a 

a 

45 

66670 

52080 

ti 

a 

19.75 

12670 

9900 

ti 

a 

50 

71600 

55940 

a 

a 

55 

76530 

59790 

C25 

8 

11.25 

10800 

8440 

u 

a 

13.75 

12000 

9380 

C65 

18 

45 

86530 

67600 

u 

a 

16.25 

13330 

10420 

ti 

a 

50 

92310 

72130 

it 

a 

18.75 

14670 

11460 

u 

ti 

55 

98070 

76620 

(t 

a 

21.25 

15870 

12400 

a 

ti 

60 

104190 

81410 

114 

CAMBRIA  STEEL. 

SAFE  LOADS 

IN  POUNDS  UNIFORMLY  DIS- 

TRIBUTED  FOR 

CAMBRIA  ANGLES. 

EQUAL  LEGS. 

n 

AYTS  P ARAT.T.FT.  TO  PTTTTPP.  T.F.a 

L 

, 1 

bate  loads  below  are  lieured  tor  nbre  stress  oi  lb  uuu  Dounds 

f 1 

per  square  inch  and  include  weight  of  angle. 

Distance  between 

Section  No.  A 11. 

: IV 

supports  in 

i" 

A" 

i" 

A" 

¥' 

A" 

feet. 

1.23  lbs. 

1.80  lbs. 

2.34  lbs. 

2.86  lbs. 

3.86  lbs. 

3.82  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

390 

560 

720 

860 

1010 

1140 

8 

260 

370 

480 

580 

670 

760 

4 

190 

280 

360 

430 

500 

570 

5 

150 

220 

290 

350 

400 

460 

6 

130 

190 

240 

290 

340 

380 

7 

110 

160 

200 

250 

290 

330 

8 

100 

140 

180 

220 

250 

290 

9 

90 

120 

160 

190 

220 

250 

Distance  between 

Section  No.  A 40. 

If"  X If" 

supports  in 

A" 

1" 

A" 

i" 

A" 

¥' 

feet. 

2.12  lbs. 

2.77  lbs. 

3.39  lbs. 

3.99  lbs. 

4.6  lbs. 

5.1  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

770 

990 

1200 

1400 

1600 

1780 

3 

510 

660 

800 

940 

1060 

1190 

4 

380 

500 

600 

700 

800 

890 

5 

310 

400 

480 

560 

640 

710 

6 

260 

330 

400 

470 

530 

590 

7 

220 

280 

340 

400 

460 

510 

8 

190 

250 

300 

350 

400 

450 

9 

170 

220 

270 

310 

350 

400 

10 

150 

200 

240 

280 

320 

360 

Distance  between 

Section  No.  A 15. 

2"? 

c2" 

supports  in 

A" 

i" 

A" 

¥' 

A" 

¥' 

feet. 

2.44  lbs. 

3.19  lbs. 

3.92  lbs. 

4.7  lbs. 

6.3  lbs. 

6.0  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

1020 

1320 

1600 

1870 

2130 

2380 

3 

680 

880 

1070 

1250 

1420 

1590 

4 

510 

660 

800 

940 

1070 

1190 

5 

410 

530 

640 

750 

850 

950 

6 

340 

440 

530 

620 

710 

790 

7 

290 

380 

460 

540 

610 

680 

8 

250 

330 

400 

470 

530 

600 

9 

230 

290 

360 

420 

470 

530 

10 

200 

260 

320 

370 

430 

480 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 

allowable  limit  for  plastered  ceilings 

— 3SU  span. 

CAMBRIA  STEEL. 


115 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

EQUAL  LEGS. 


NEUTRAL  AXIS  PARALLEL  TO  EITHER  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 41. 


Distance  between 

supports  in 

feet. 

2i" X 2i" 

16 

i" 

A" 

f" 

A" 

2.75  lbs. 
per  ft. 

3.62  lbs. 
per  ft. 

4.5  lbs. 
per  ft. 

5.3  lbs. 
per  ft. 

6.1  lbs. 
per  ft. 

2 

1300 

1690 

2060 

2410 

2750 

8 

870 

1120 

1370 

1610 

1830 

4 

650 

840 

1030 

1210 

1380 

5 

520 

670 

820 

960 

1100 

6 

430 

560 

690 

800 

920 

7 

370 

480 

590 

690 

790 

8 

320 

420 

510 

600 

690 

9 

290 

380 

460 

540 

610 

10 

260 

340 

410 

480 

550 

11 

240 

310 

370 

440 

500 

12 

220 

280 

340 

400 

460 

Distance 

Section  No. 

A 17. 

between 

2 

V'  X 2J" 

supports 

3 // 

T6 

r 

A" 

f" 

JZ_" 

16 

V' 

9 // 

16 

in  feet. 

3.07  lbs. 

4.1  lbs. 

5.0  lbs. 

5.9  lbs. 

6.8  lbs. 

7.7  lbs. 

8.5  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

1610 

2100 

2570 

3020 

3450 

3860 

4260 

3 

1080 

1400 

1710 

2010 

2300 

2580 

2840 

4 

810 

1050 

1290 

1510 

1720 

1930 

2130 

5 

650 

840 

1030 

1210 

1380 

1550 

1710 

6 

540 

700 

860 

1010 

1150 

1290 

1420 

7 

460 

600 

730 

860 

990 

1100 

1220 

8 

400 

530 

640 

760 

860 

970 

1070 

9 

360 

470 

570 

670 

770 

860 

950 

10 

320 

420 

510 

600 

690 

770 

850 

11 

290 

380 

470 

550 

630 

700 

780 

12 

270 

350 

430 

500 

580 

640 

710 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = 5^0  span. 


116 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


EQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  EITHER  LEQ. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 43. 


Distance  between 


feet. 

A" 

i" 

A" 

i" 

A" 

i" 

8.39  lbs. 

per  ft. 

4.5  lbs. 
per  ft. 

5.6  lbs. 
per  ft. 

6.6  lbs. 
per  ft. 

7.6  lbs. 
per  ft. 

8.5  lbs. 
per  ft. 

2 

1970 

2570 

3140 

3700 

4230 

4740 

8 

1310 

1710 

2090 

2460 

2820 

3160 

4 

980 

1280 

1570 

1850 

2110 

2370 

5 

790 

1030 

1260 

1480 

1690 

1900 

6 

660 

860 

1050 

1230 

1410 

1580 

7 

560 

730 

900 

1060 

1210 

1360 

8 

490 

640 

790 

920 

1060 

1190 

9 

440 

570 

700 

820 

940 

1050 

10 

390 

510 

630 

740 

850 

950 

11 

360 

470 

570 

670 

770 

860 

12 

330 

430 

520 

620 

710 

790 

Section  No.  A 19. 


between 

3"  X 3" 

supports 

i" 

_5_// 

16 

A" 

i" 

A" 

i" 

in  feet. 

4.9 

6.1 

7.2 

8.8 

9.4 

10.4 

11.5 

12.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

3080 

3770 

4440 

5090 

5720 

6320 

6910 

7480 

8 

2050 

2510 

2960 

3390 

3810 

4210 

4610 

4990 

4 

1540 

1890 

2220 

2540 

2860 

3160 

3450 

3740 

5 

1230 

1510 

1780 

2040 

2290 

2530 

2760 

2990 

6 

1030 

1260 

1480 

1700 

1910 

2110 

2300 

2490 

7 

880 

1080 

1270 

1450 

1630 

1810 

1970 

2140 

8 

770 

940 

1110 

1270 

1430 

1580 

1730 

1870 

9 

680 

840 

990 

1130 

1270 

1410 

1540 

1660 

10 

620 

750 

890 

1020 

1140 

1260 

1380 

1500 

11 

560 

690 

810 

930 

1040 

1150 

1260 

1360 

12 

510 

630 

740 

850 

950 

1050 

1150 

1250 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = 3^^  span. 


CAMBRIA  STEEL. 

117 

SAFE  LOADS 

IN  POUNDS  UNIFORMLY 

DIS- 

TRIBUTED  FOR  CAMBRIA  ANGLES 

. 

EQUAL 

LEGS. 

n 

■WF.TTTTJ.AT.  AVTR  P AU. AT.T.FT.  TO  F.TTTTFP.  T-Ffi 

j 

Safe  loads  below  are  figured  tor  tibre  stress  of  lb  UUU  oounds 

I 

per  square  inch  and  include  weight  of  angle. 

Section  No.  A 21. 

Distance 

between 

supports 

34"  X 34" 

ft" 

i" 

ft" 

i" 

ft" 

11" 

16 

i" 

13// 

16 

7// 

S 

7.2 

8.5 

9.8 

11.1 

12.4 

13.6 

14.8 

16.0 

17.1 

18.3 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

5200 

6140 

7050 

7940 

8800 

9630 

10440 

11230 

12010 

12760 

8 

3470 

4100 

4700 

5290 

5860 

6420 

6960 

7490 

8000 

8510 

4 

2600 

3070 

3530 

3970 

4400 

4810 

5220 

5620 

6000 

6380 

5 

2080 

2460 

2820 

3180 

3520 

3850 

4180 

4490 

4800 

5110 

6 

1730 

2050 

2350 

2650 

2930 

3210 

3480 

3740 

4000 

4250 

7 

1490 

1760 

2020 

2270 

2510 

2750 

2980 

3210 

3430 

3650 

8 

1300 

1540 

1760 

1980 

2200 

2410 

2610 

2810 

3000 

3190 

9 

1160 

1370 

1570 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

10 

1040 

1230 

1410 

1590 

1760 

1930 

2090 

2250 

2400 

2550 

11 

950 

1120 

1280 

1440 

1600 

1750 

1900 

2040 

2180 

2320 

12 

870 

1020 

1180 

1320 

1470 

1600 

1740 

1870 

2000 

2130 

13 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1960 

14 

740 

880 

1010 

1130 

1260 

1380 

1490 

1610 

1720 

1820 

15 

690 

820 

940 

1060 

1170 

1280 

1390 

1500 

1600, 

, 1700 

16 

650 

770 

880 

990 

1100 

1200 

1310 

1400 

1500 

/ 1600 

Section  No.  A 23. 

Distance 
between 
supports 
in  feet. 

4"  X 4" 

ft" 

I" 

ft" 

i" 

ft" 

1" 

11// 

T6 

m" 

¥' 

8.2 

9.8 

11.3 

12.8 

14.3 

15.7 

17.1 

18S- 

19.9 

21.2 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

‘ lbs. 

lbs>- 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

p^lft. 

per  ft. 

per  ft. 

2 

6870 

8120 

9340 

10530 

11690 

12810 

13910 

^4980 

1^030 

17060 

8 

4580 

5420 

6230 

7020 

7790 

8540 

927a 

>9990 

lTr690 

11370 

4 

3430 

4060 

4670 

5270 

5840 

6410 

696r 

7490 

8020 

8530 

5 

2750 

3250 

3740 

4210 

4670 

5130 

55&a 

5990 

6410 

6820 

6 

2290 

2710 

3120 

3510 

3900 

4270 

4640 

4990 

5340 

5690 

7 

1960 

2320 

2670 

3010 

3340 

3660 

3970 

4280 

4580 

4870 

8 

1720 

2030 

2340 

2630 

2920 

3200 

3480 

3740 

4010 

4260 

9 

1530 

1810 

2080 

2340 

2600 

2850 

3090 

3330 

3560 

3790 

10 

1370 

1620 

1870 

2110 

2340 

2560 

2780 

3000 

3210 

3410 

11 

1250 

1480 

1700 

1910 

2130 

2330 

2530 

2720 

2910 

3100 

12 

1140 

1350 

1560 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

13 

1060 

1250 

1440 

1620 

1800 

1970 

2140 

2300 

2470 

2620 

14 

980 

1160 

1340 

1500 

1670 

1830 

1990 

2140 

2290 

2440 

15 

920 

1080 

1250 

1400 

1560 

1710 

1860 

2000 

2140 

2270 

16 

860 

1020 

1170 

1320 

1460 

1600 

1740 

1870 

2000 

2130 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 

allowable  limit  for  plastered  ceilings  = 

span. 

118 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


EQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  EITHER  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 47. 


Distance  between 
supports  in 
feet. 

5"  X 5" 

t" 

A" 

i" 

A" 

¥’ 

W' 

12.3  lbs. 
per  ft. 

14.3  lbs. 
per  ft. 

16.2  lbs. 
per  ft. 

18.1  lbs. 
per  ft. 

20.0  lbs. 
per  ft. 

21.8  lbs. 
per  ft. 

2 

12910 

14900 

16830 

18720 

20570 

22380 

3 

8610 

9930 

11220 

12480 

13710 

14920 

4 

6460 

7450 

8410 

9360 

10280 

11190 

5 

5170 

5960 

6730 

7490 

8230 

8950 

6 

4310 

4960 

5610 

6240 

6860 

7460 

7 

3690 

4260 

4810 

5350 

5880 

6390 

8 

3230 

3720 

4210 

4680 

5140 

5600 

9 

2870 

3310 

3740 

4160 

4570 

4970 

10 

2580 

2980 

3370 

3740 

4110 

4480 

11 

2350 

2710 

3060 

3400 

3740 

4070 

12 

2150 

2480 

2800 

3120 

3430 

3730 

13 

1990 

2290 

2590 

2880 

3160 

3440 

14 

1850 

2130 

2400 

2670 

2940 

3200 

15 

1720 

1990 

2240 

2500 

2740 

2980 

16 

1610 

1860 

2100 

2340 

2570 

2800 

17 

1520 

1750 

1980 

2200 

2420 

2630 

18 

1440 

1660 

1870 

2080 

2290 

2490 

Section  No.  A 27. 


Distance 


6"  X 6" 


sup- 

¥' 

A" 

4" 

A" 

¥' 

11// 

1" 

W' 

¥' 

W 

1" 

ports 

14.9 

17.2 

19.6 

21.9 

24.2 

26.5 

28.7 

31.0 

33.1 

35.3 

37.4 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

18820 

21720 

24610 

27420 

30170 

32880 

35540 

38150 

40720 

43240 

45720 

3 

12550 

14480 

16400 

18280 

20120 

21920 

23690 

25430 

27150 

28830 

30480 

4 

9410 

10860 

12300 

13710 

15090 

16440 

17770 

19080 

20360 

21620 

22860 

5 

7530 

8690 

9840 

10970 

12070 

13150 

14220 

15260 

16290 

17300 

18290 

6 

6270 

7240 

8200 

9140 

10060 

10960 

11850 

12720 

13570 

14410 

15240 

7 

5380 

6210 

7030 

7830 

8620 

9390 

10150 

10900 

11630 

12360 

13060 

8 

4700 

5430 

6150 

6850 

7540 

8220 

8890 

9540 

10180 

10810 

11430 

9 

4180 

4830 

5470 

6090 

6710 

7310 

7900 

8480 

9050 

9610 

10160 

10 

3760 

4340 

4920 

5480 

6030 

6580 

7110 

7630 

8140 

8650 

9140 

11 

3420 

3950 

4470 

4990 

5490 

5980 

6460 

6940 

7400 

7860 

8310 

12 

3140 

3620 

4100 

4570 

5030 

5480 

5920 

6360 

6790 

7210 

7620 

13 

2900 

3340 

3790 

4220 

4640 

5060 

5470 

5870 

6260 

6650 

7030 

14 

2690 

3100 

3520 

3920 

4310 

4700 

5080 

5450 

5820 

6180 

6530 

15 

2510 

2900 

3280 

3660 

4020 

4380 

4740 

5090 

5430 

5770 

6100 

16 

2350 

2720 

3080 

3430 

3770 

4110 

4440 

4770 

5090 

5410 

5720 

17 

2210 

2560 

2900 

3230 

3550 

3870 

4180 

4490 

4790 

5090 

5380 

18 

2090 

2410 

2730 

3050 

3350 

3650 

3950 

4240 

4520 

4810 

5080 

19 

1980 

2290 

2590 

2890 

3180 

3460 

3740 

4020 

4290 

4550 

4810 

20 

1880 

2170 

2460 

2740 

3020 

3290 

3550 

3820 

4070 

4320 

4570 

21 

1790 

2070 

2340 

2610 

2870 

3130 

3390 

3630 

3880 

4120 

4350 

22 

1710 

1970 

2240 

2490 

2740 

2990 

3230 

3470 

3700 

3930 

4160 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = gity  span. 


CAMBSIA  STEEL.  119 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

EQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  EITHER  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 35. 


li" 


56.9 

lbs. 

per  ft. 


46750 

37400 

31160 

26710 

23370 

20780 

18700 

17000 

15580 

14380 

13360 

12470 

11690 

11000 

10390 

9840 

9350 

8900 

8500 


8130 


7790 

7480 

7190 

6930 

6680 

6450 

6230 


For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


Distance 

between 


8"  X 8" 


sup- 

ports 

¥' 

16 

¥' 

11'/ 

T6 

f" 

11'/ 

16 

i" 

W 

1" 

w 

in  feet. 

26.4 

29.6 

32.7 

35.8 

38.9 

4S.0 

45.0 

48.1 

51.0 

54.0 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

4 

22310 

24910 

27470 

30000 

32490 

34950 

37370 

39760 

42120 

44450 

5 

17850 

19920 

21980 

24000 

25990 

27960 

29900 

31810 

33700 

35560 

6 

14880 

16600 

18310 

20000 

21660 

23300 

24920 

26510 

28080 

29630 

7 

12750 

14230 

15700 

17140 

18570 

19970 

21360 

22720 

24070 

25400 

8 

11160 

12450 

13740 

15000 

16250 

17480 

18690 

19880 

21060 

22220 

9 

9920 

11070 

12210 

13330 

14440 

15530 

16610 

17670 

18720 

19760 

10 

8930 

9960 

10990 

12000 

13000 

13980 

14950 

15910 

16850 

17780 

11 

8110 

9060 

9990 

10910 

11820 

12710 

13590 

14460 

15320 

16160 

12 

7440 

8300 

9160 

10000 

10830 

11650 

12460 

13250 

14040 

14820 

13 

6870 

7660 

8450 

9230 

10000 

10750 

11500 

12240 

12960 

13680 

14 

6380 

7120 

7850 

8570 

9280 

9990 

10680 

11360 

12030 

12700 

15 

5950 

6640 

7330 

8000 

8660 

9320 

9970 

10600 

11230 

11850 

16 

5580 

6230 

6870 

7500 

8120 

8740 

9340 

9940 

10530 

11110 

17 

5250 

5860 

6460 

7060 

7650 

8220 

8790 

9360 

9910 

10460 

18 

4960 

5530 

6100 

6670 

7220 

7770 

8310 

8840 

9360 

9880 

19 

4700 

5240 

5780 

6320 

6840 

7360 

7870 

8370 

8870 

9360 

20 

4460 

4980 

5490 

6000 

6500 

6990 

7470 

7950 

8420 

8890 

21 

4250 

4740 

5230 

5710 

6190 

6660 

7120 

7570 

8020 

8470 

22 

4060 

4530 

4990 

5450 

5910 

6350 

6800 

7230 

7660 

8080 

23 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6920 

7330 

7730 

24 

3720 

4150 

4580 

5000 

5420 

5830 

6230 

6630 

7020 

7410 

25 

3570 

3980 

4400 

4800 

5200 

5590 

5980 

6360 

6740 

7110 

26 

3430 

3830 

4230 

4620 

5000 

5380 

5750 

6120 

6480 

6840 

27 

3310 

3690 

4070 

4440 

4810 

5180 

5540 

5890 

6240 

6500 

28 

3190 

3560 

3920 

4290 

4640 

4990 

5340 

5680 

6020 

6350 

29 

3080 

3440 

3790 

4140 

4480 

4820 

5160 

5480 

5810 

6130 

30 

2980 

3320 

3660 

4000 

4330 

4660 

4980 

5300 

5620 

5930 

120 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 


per  square  inch  and  include  weight  of  angle. 


L 


Distance 


Section  No.  A 91. 


2i"  X 2" 


between 

A" 

i" 

A" 

I" 

A" 

¥' 

ft" 

ft" 

i" 

ft" 

1" 

ft" 

supports 

2.75 

3.62 

4.5 

5.3 

6.1 

6.8 

7.6 

3.07 

4.1 

5.0 

5.9 

6.8 

7.7 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

ll:». 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

per 

foot. 

2 

1050 

1360 

1650 

1930 

2200 

2460 

2720 

1070 

1390 

1690 

1980 

2260 

2530 

8 

700 

900 

1100 

1290 

1470 

1640 

1810 

710 

920 

1120 

1320 

1510 

1690 

4 

520 

680 

830 

970 

1100 

1230 

1360 

530 

690 

840 

990 

1130 

1260 

5 

420 

540 

660 

770 

880 

990 

1090 

430 

550 

670 

790 

900 

1010 

6 

350 

450 

550 

640 

730 

820 

910 

360 

460 

560 

660 

750 

840 

7 

300 

390 

470 

550 

630 

700 

780 

310 

400 

480 

570 

650 

720 

8 

260 

340 

410 

480 

550 

620 

680 

270 

350 

420 

500 

560 

630 

9 

230 

290 

360 

420 

480 

540 

600 

240 

310 

370 

440 

500 

560 

10 

210 

260 

330 

380 

430 

490 

540 

210 

280 

340 

400 

450 

510 

11 

190 

240 

300 

340 

390 

440 

490 

190 

250 

310 

360 

410 

460 

12 

170 

220 

270 

320 

360 

400 

450 

180 

230 

280 

330 

380 

420 

Section  No.  A 129. 


3"  X 2" 


Distance 

Section  No. 

A 93. 

between 

3"  X 2i" 

supports 

i" 

ft" 

1" 

ft" 

4" 

ft" 

f" 

in  feet. 

4.5  lbs. 

5.6  lbs. 

6.6  lbs. 

7.6  lbs. 

8.5  lbs. 

9.5  lbs. 

10.4  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

2160 

2640 

3100 

3540 

3970 

4380 

4780 

3 

1440 

1760 

2060 

2360 

2650 

2920 

3190 

4 

1080 

1320 

1550 

1770 

1980 

2190 

2390 

5 

860 

1050 

1240 

1420 

1590 

1750 

1910 

6 

720 

880 

1030 

1180 

1320 

1460 

1590 

7 

620 

750 

880 

1010 

1130 

1250 

1370 

8 

540 

660 

770 

890 

990 

1100 

1200 

9 

480 

590 

690 

790 

880 

970 

1060 

10 

430 

530 

620 

710 

790 

880 

960 

11 

390 

480 

560 

640 

720 

800 

870 

12 

360 

440 

520 

590 

660 

730 

800 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = g|(y  span. 


CAMBRIA  STEEL. 


121 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds  . 

per  square  inch  and  include  weight  of  angle.  ' — ' 


Distance 

Section  No. 

A 95. 

between 

3i"  X 2] 

supports 

i" 

A" 

1" 

A" 

i" 

JL" 

16 

f" 

W' 

i" 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

13.4 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

2200 

2690 

3160 

3610 

4050 

4480 

4890 

5300 

5700 

3 

1460 

1790 

2110 

2410 

2700 

2990 

3260 

3530 

3800 

4 

1100 

1340 

1580 

1810 

2030 

2240 

2450 

2650 

2850 

5 

880 

1080 

1260 

1450 

1620 

1790 

1960 

2120 

2280 

6 

730 

900 

1050 

1200 

1350 

1490 

1630 

1770 

1900 

7 

630 

770 

900 

1030 

1160 

1280 

1400 

1510 

1630 

8 

550 

670 

790 

900 

1010 

1120 

1220 

1320 

1420 

9 

490 

600 

700 

800 

900 

1000 

1090 

1180 

1270 

10 

440 

540 

630 

720 

810 

900 

980 

1060 

1140 

11 

400 

490 

570 

660 

740 

810 

890 

960 

1040 

12 

370 

450 

530 

600 

680 

750 

820 

880 

950 

Section  No.  A 97. 


supports 

5 ff 

re 

1" 

7 n 

re 

4" 

A" 

11'/ 

re 

f" 

13// 

le 

i" 

6.6 

7.9 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.8 

16.8 

in  feet, 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

3850 

4540 

5200 

5840 

6460 

7070 

7660 

8230 

8790 

9350 

3 

2570 

3030 

3470 

3900 

4310 

4710 

5110 

5490 

5860 

6230 

4 

1930 

2270 

2600 

2920 

3230 

3530 

3830 

4120 

4400 

4670 

5 

1540 

1820 

2080 

2340 

2590 

2830 

3060 

3290 

3520 

3740 

6 

1280 

1510 

1730 

1950 

2150 

2360 

2550 

2740 

2930 

3120 

7 

1100 

1300 

1490 

1670 

1850 

2020 

2190 

2350 

2510 

2670 

8 

960 

1130 

1300 

1460 

1620 

1770 

1910 

2060 

2200 

2340 

9 

860 

1010 

1160 

1300 

1440 

1570 

1700 

1830 

1950 

2080 

10 

770 

910 

1040 

1170 

1290 

1410 

1530 

1650 

1760 

1870 

11 

700 

830 

950 

1060 

1180 

1290 

1390 

1500 

1600 

1700 

12 

640 

760 

870 

970 

1080 

1180 

1280 

1370 

1470 

1560 

13 

590 

700 

800 

900 

990 

1090 

1180 

1270 

1350 

1440 

14 

550 

650 

740 

830 

920 

1010 

1090 

1180 

1260 

1340 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


122 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000 
pounds  per  square  inch  and  include  weight  of  angle. 


Section  No.  A 99. 


Distance 


4"  X 3" 


supports 
in  feet. 

A" 

r 

A" 

i" 

A" 

1" 

W' 

i" 

i" 

7.2 

lbs. 

per  ft. 

8.5 

lbs. 

per  ft. 

9.8 

lbs. 
per  ft. 

11.1 

lbs. 

per  ft. 

12.4 

lbs. 

per  ft. 

13.6 

lbs. 

per  ft. 

14.8 

lbs. 

per  ft. 

16.0 

lbs. 

per  ft. 

17.1 

lbs. 
per  ft. 

18.3 

lbs. 

per  ft. 

2 

3920 

4620 

5290 

5950 

6580 

7200 

7810 

8400 

8980 

9550 

3 

2610 

3080 

3530 

3960 

4390 

4800 

5200 

5600 

5980 

6360 

4 

1960 

2310 

2650 

2970 

3290 

3600 

3900 

4200 

4490 

4770 

5 

1570 

1850 

2120 

2380 

2630 

2880 

3120 

3360 

3590 

3820 

6 

1310 

1540 

1760 

1980 

2190 

2400 

2600 

2800 

2990 

3180 

7 

1120 

1320 

1510 

1700 

1880 

2060 

2230 

2400 

2560 

2730 

8 

980 

1150 

1320 

1490 

1650 

1800 

1950 

2100 

2240 

2390 

9 

870 

1030 

1180 

1320 

1460 

1600 

1730 

1870 

1990 

2120 

10 

780 

920 

1060 

1190 

1320 

1440 

1560 

1680 

1800 

1910 

11 

710 

840 

960 

1080 

1200 

1310 

1420 

1530 

1630 

1740 

12 

650 

770 

880 

990 

1100 

1200 

1300 

1400 

1500 

1590 

13 

600 

710 

810 

910 

1010 

1110 

1200 

1290 

1380 

1470 

14 

560 

660 

760 

850 

940 

1030 

1120 

1200 

1280 

1360 

Distance 

Section  No.  A 131. 

between 

CO 

supports 
in  feet. 

A" 

t" 

A" 

i" 

A" 

1" 

11" 

16 

7.7  lbs. 

9.1  lbs. 

10.6  lbs. 

11.9  lbs. 

13.3  lbs. 

14.7  lbs. 

16.0  lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

5300 

6260 

7190 

8090 

8970 

9760 

10650 

3 

3530 

4170 

4790 

5390 

5980 

6510 

7100 

4 

2650 

3130 

3590 

4040 

4480 

4880 

5320 

5 

2120 

2500 

2870 

3240 

3590 

3900 

4260 

6 

1770 

2090 

2400 

2700 

2990 

3250 

3550 

7 

1510 

1790 

2050 

2310 

2560 

2790 

3040 

8 

1320 

1560 

1800 

2020 

2240 

2440 

2660 

9 

1180 

1390 

1600 

1800 

1990 

2170 

2370 

10 

1060 

1250 

1440 

1620 

1790 

1950 

2130 

11 

960 

1140 

1310 

1470 

1630 

1770 

1940 

12 

880 

1040 

1200 

1350 

1490 

1630 

1770 

13 

820 

960 

1110 

1240 

1380 

1500 

1640 

14 

760 

890 

1030 

1160 

1280 

1390 

1520 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 

123 

SAFE 

LOADS 

IN  POUNDS 

UNIFORMLY 

DIS- 

TRIBUTED  FOR  CAMBRIA 

ANGLES 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

w 

Satp  lnari5?  helow  are  tiffiiren  tor  tinre  stress  ot  Ih  (HHJnoimns 

1 

r 

1 

IXC  Ui  C 

ingic. 

Section  No.  A 101. 

Distance 

5"x3" 

between 

supports 

A" 

i" 

j_n 

16 

i" 

A" 

r 

11" 

16 

i" 

w 

8.2 

9.8 

11.3 

12.8 

14.3 

15.7 

17.1 

18.5 

19.9 

21.2 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

4020 

4740 

5430 

6110 

6770 

7410 

8040 

8660 

9270 

9870 

8 

2680 

3160 

3620 

4070 

4510 

4940 

5360 

5770 

6180 

6580 

4 

2010 

2370 

2720 

3060 

3380 

3710 

4020 

4330 

4630 

4940 

5 

1610 

1900 

2170 

2440 

2710 

2960 

3220 

3460 

3710 

3950 

6 

1340 

* 1580 

1810 

2040 

2260 

2470 

2680 

2890 

3090 

3290 

7 

1150 

1350 

1550 

1750 

1930 

2120 

2300 

2470 

2650 

2820 

8 

1000 

1180 

1360 

1530 

1690 

1850 

2010 

2160 

2320 

2470 

9 

890 

1050 

1210 

1360 

1500 

1650 

1790 

1920 

2060 

2190 

10 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1970 

11 

730 

860 

990 

1110 

1230 

1350 

1460 

1570 

1690 

1790 

12 

670 

790 

910 

1020 

1130 

1240 

1340 

1440 

1540 

1650 

13 

620 

730 

840 

940 

1040 

1140 

1240 

1330 

1430 

1520 

14 

570 

680 

780 

870 

970 

1060 

1150 

1240 

1320 

1410 

Distance 

between 

Section  No. 

A 103. 

5"  X 3J" 

sup- 

_5_r/ 

16 

f" 

JL" 

16 

i" 

A" 

f" 

11" 

16 

i" 

13" 

16 

1" 

15/' 

16 

ports 

8.7 

10.4 

12.0 

13.6 

15.2 

16.8 

18.3 

19.8 

21.3 

22.7 

24.2 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

5450 

6430 

7400 

8320 

9230 

10110 

10980 

11820 

12650 

13450 

14270 

8 

3630 

4290 

4930 

5550 

6150 

6740 

7320 

7880 

8430 

8970 

9510 

4 

2720 

3220 

3700 

4160 

4610 

5060 

5490 

5910 

6330 

6730 

7130 

5 

2180 

2570 

2960 

3330 

3690 

4050 

4390 

4730 

5060 

5380 

5710 

6 

1820 

2140 

2470 

2770 

3080 

3370 

3660 

3940 

4220 

4490 

4760 

7 

1560 

1840 

2110 

2380 

2640 

2890 

3140 

3380 

3610 

3850 

4080 

8 

1360 

1610 

1850 

2080 

2310 

2530 

2740 

2960 

3160 

3370 

3570 

9 

1210 

1430 

1640 

1850 

. 2050 

2250 

2440 

2630 

2810 

2990 

3170 

10 

1090 

1290 

1480 

1660 

1850 

2020 

2200 

2360 

2530 

2690 

2850 

11 

990 

1170 

1340 

1510 

1680 

1840 

2000 

2150 

2300 

2450 

2590 

12 

910 

1070 

1230 

1390 

1540 

1690 

1830 

1970 

2110 

2240 

2380 

13 

840 

990 

1140 

1280 

1420 

1560 

1690 

1820 

1950 

2070 

2190 

14 

780 

920 

1060 

1190 

1320 

1440 

1570 

1690 

1810 

1920 

2040 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 

allowable  limit  for  plastered  ceilings  = span. 

124 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS-. 
TRIBUTED  FOR  CAMBRIA  ANGLES. 


UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 135. 

Distance  between 

5"  X 4" 

supports  in 

f" 

A" 

i" 

A" 

f" 

feet. 

11.0 

12.8 

14.5 

16.2 

17.8 

19.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

8370 

9630 

10860 

12050 

13220 

14360 

8 

5580 

6420 

7240 

8030 

8810 

9570 

4 

4180 

4810 

5430 

6030 

6610 

7180 

5 

3350 

3850 

4340 

4820 

5290 

5740 

6 

2790 

3210 

3620 

4020 

4410 

4790 

7 

2390 

2750 

3100 

3440 

3780 

4100 

8 

2090 

2410 

2710 

3010 

3300 

3590 

9 

1860 

2140 

2410 

2680 

2940 

3190 

10 

1670 

1930 

2170 

2410 

2640 

2870 

11 

1520 

1750 

1970 

2190 

2400 

2610 

12 

1390 

1600 

1810 

2010 

2200 

2390 

13 

1290 

1480 

1670 

1850 

2030 

2210 

14 

1200 

1380 

1550 

1720 

1890 

2050 

16 

1120 

1280 

1450 

1610 

1760 

1910 

16 

1050 

1200 

1360 

1510 

1650 

1790 

Section  No.  A 105. 


sup- 

1" 

7 n 
T6 

i" 

A" 

1" 

w 

i" 

w 

i" 

W' 

1" 

ports 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.4 

24.0 

25.7 

27.3 

28.9 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

6570 

7550 

8500 

9430 

10340 

11230 

12100 

12960 

13800 

14640 

15470 

3 

4380 

5030 

5670 

6290 

6890 

7480 

8070 

8640 

9200 

9760 

10310 

4 

3280 

3770 

4250 

4720 

5170 

5610 

6050 

6480 

6900 

7320 

7730 

5 

2630 

3020 

3400 

3770 

4140 

4490 

4840 

5180 

5520 

5850 

6190 

6 

2190 

2520 

2830 

3140 

3450 

3740 

4030 

4320 

4600 

4880 

5160 

7 

1880 

2160 

2430 

2690 

2950 

3210 

3460 

3700 

3940 

4180 

4420 

8 

1640 

1890 

2120 

2360 

2580 

2810 

3020 

3240 

3450 

3660 

3870 

9 

1460 

1680 

1890 

2100 

2300 

2490 

2690 

2880 

3070 

3250 

3440 

10 

1310 

1510 

1700 

1890 

2070 

2250 

2420 

2590 

2760 

2930 

3090 

11 

1190 

1370 

1550 

1710 

1880 

2040 

2200 

2360 

2510 

2660 

2810 

12 

1090 

1260 

1420 

1570 

1720 

1870 

2020 

2160 

2300 

2440 

2580 

13 

1010 

1160 

1310 

1450 

1590 

1730 

1860 

1990 

2120 

2250 

2380 

14 

940 

1080 

1210 

1350 

1480 

1600 

1730 

1850 

1970 

2090 

2210 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL, 

125 

SAFE 

LOADS 

IN  POUNDS 

UNIFORMLY 

DIS- 

TRIBUTED  FOR  CAMBRIA 

ANGLES. 

UNEQUAL  LEGS. 

n 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

-ii- 

' I 

Safe  loads  below  are  nerured  for  fibre  stress  of  16  000  oounds 

f 

1 

per  square  inch  and  include  weight  of  angle. 

Distance 

Section  No. 

A 107. 

6 

" X 4 

tf 

between 

sup- 

¥' 

Iff 

T6 

Iff 

A" 

5ff 

8 

w 

¥' 

13// 

16 

¥' 

15// 

T6 

1" 

ports 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

8550 

9840 

11100 

12320 

13520 

14690 

15840 

16970 

18070 

19160 

20230 

8 

5700 

6560 

7400 

8220 

9020 

9800 

10560 

11310 

12050 

12770 

13490 

4 

4280 

4920 

5550 

6160 

6760 

7350 

7920 

8480 

9040 

9580 

10120 

5 

3420 

3940 

4440 

4930 

5410 

5880 

6340 

6790 

7230 

7660 

8090 

6 

2850 

3280 

3700 

4110 

4510 

4900 

5280 

5660 

6020 

6390 

6740 

7 

2440 

2810 

3170 

3520 

3860 

4200 

4530 

4850 

5760 

5470 

5780 

8 

2140 

2460 

2770 

3080 

3380 

3670 

3960 

4240 

4520 

4790 

5060 

9 

1900 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4260 

4500 

10 

1710 

1970 

2220 

2460 

2700 

2940 

3170 

3390 

3610 

3830 

4050 

11 

1550 

1790 

2020 

2240 

2460 

2670 

2880 

3080 

3290 

3480 

3680 

12 

1430 

1640 

1850 

2050 

2250 

2450 

2640 

2830 

3010 

3190 

3370 

13 

1320 

1510 

1710 

1900 

2080 

2260 

2440 

2610 

2780 

2950 

3110 

14 

1220 

1410 

1590 

1760 

1930 

2100 

2260 

2420 

2580 

2740 

2890 

15 

1140 

1310 

1480 

1640 

1800 

1960 

2110 

2260 

2410 

2550 

2700 

16 

1070 

1230 

1390 

1540 

1690 

1840 

1980 

2120 

2260 

2400 

2530 

Section  No.  A 109. 

Distance 
between 
supports 
in  feet. 

7"  X 

:3r 

A" 

¥' 

_9_// 

16 

¥' 

f" 

w 

¥' 

15// 

16 

1" 

15.0 

17.0 

19.1 

21.0 

23.0 

24.9 

26.8 

28.7 

30.5 

32.3 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

7670 

8640 

9590 

10520 

11430 

12320 

13210 

14090 

14950 

15810 

8 

5110 

5760 

6390 

7010 

7620 

8220 

8810 

9390 

9960 

10540 

1 

3840 

4320 

4790 

5260 

5710 

6160 

6600 

7040 

7470 

7900 

5 

3070 

3460 

3840 

4210 

4570 

4930 

5280 

5630 

5980 

6320 

6 

2560 

2880 

3200 

3510 

3810 

4110 

4400 

4700 

4980 

5270 

1 

7 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4270 

4520 

8 

1920 

2160 

2400 

2630 

2880 

3080 

3300 

3520 

3740 

3950 

9 

1700 

1920 

2130 

2340 

2540 

2740 

2940 

3130 

3320 

3510 

10 

1530 

1730 

1920 

2100 

2290 

2460 

2640 

2820 

2990 

3160 

11 

1390 

1570 

1740 

1910 

2080 

2240 

2400 

2560 

2720 

2870 

12 

1280 

1440 

1600 

1750 

1900 

2050 

2200 

2350 

2490 

2630 

13 

1180 

1330 

1480 

1620 

1760 

1900 

2030 

2170 

2300 

2430 

14 

1100 

1230 

1370 

1500 

1630 

1760 

1890 

2010 

2140 

2260 

15 

1020 

1150 

1280 

1400 

1520 

1640 

1760 

1880 

1990 

2110 

16 

960 

1080 

1200 

1320 

1430 

1540 

1650 

1760 

1870 

1980 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 

allowable  limit  for  plastered  ceilings  = 

5UU  span. 

126  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  LONG  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 112. 


Distance  g//  ^ 


between 


supports 

in  feet. 

y 

JL" 

16 

.V' 

8 

il" 

f" 

1.3." 

16 

¥' 

w 

1" 

23.0 
lbs. 
per  ft. 

25.7 
lbs. 
per  ft. 

28.5 
lbs. 
per  ft. 

31.2 
lbs. 
per  ft. 

33.8 

lbs. 
per  ft. 

36.5 
lbs. 
per  ft. 

39.1 
lbs. 
per  ft. 

41.7 

lbs. 
per  ft. 

44.S 
lbs. 
per  ft. 

4 

12770 

14230 

15670 

17080 

18460 

19830 

21170 

22490 

23790 

5 

10210 

11380 

12530 

13660 

14770 

15860 

16930 

17990 

19030 

6 

8510 

9480 

10440 

11380 

12310 

13220 

14110 

14990 

15860 

7 

7290 

8130 

8950 

9760 

10550 

11330 

12090 

12850 

13590 

8 

6380 

7110 

7830 

8540 

9230 

9910 

10580 

11240 

11890 

9 

5670 

6320 

6960 

7590 

8200 

8810 

9400 

9990 

10570 

10 

5100 

5690 

6260 

6830 

7380 

7930 

8460 

8990 

9510 

11 

4640 

5170 

5690 

6210 

6710 

7210 

7690 

8170 

8650 

12 

4250 

4740 

5220 

5690 

6150 

6610 

7050 

7490 

7930 

13 

3920 

4370 

4820 

5250 

5680 

6100 

6510 

6920 

7320 

14 

3640 

4060 

4470 

4880 

5270 

5660 

6040 

6420 

6790 

15 

3400 

3790 

4170 

4550 

4920 

5280 

5640 

5990 

6340 

16 

3190 

3550 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

17 

3000 

3340 

3680 

4010 

4340 

4660 

4980 

5290 

5590 

18 

2830 

3160 

3480 

3790 

4100 

4400 

4700 

4990 

5280 

19 

2680 

2990 

3290 

3590 

3880 

4170 

4450 

4730 

5000 

20 

2550 

2840 

3130 

3410 

3690 

3960 

4230 

4490 

4750 

21 

2430 

2710 

2980 

3250 

3510 

3770 

4030 

4280 

4530 

22 

2320 

2580 

2840 

3100 

3350 

3600 

3840 

4090 

4320 

23 

2220 

2470 

2720 

2970 

3210 

3440 

3680 

3910 

4130 

24 

2120 

2370 

2610 

2840 

3070 

3300 

3520 

3740 

3960 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 


127 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 91. 


Distance  between 


2Y'  X 2" 


supports  in 

feet. 

A" 

i" 

A" 

f" 

j_/r 

16 

4" 

_9_" 

16 

2.75 

lbs. 
per  ft. 

8.62 
lbs. 
per  ft. 

4.5 

lbs. 
per  ft. 

5.8 

lbs. 
per  ft. 

6.1 

lbs. 
per  ft. 

6.8 
lbs. 
per  ft. 

7.6 
lbs. 
per  ft. 

2 

1560 

2030 

2490 

2920 

3330 

3730 

4110 

8 

1040 

1360 

1660 

1940 

2220 

2480 

2740 

4 

780 

1020 

1240 

1460 

1660 

1860 

2050 

5 

620 

810 

990 

1170 

1330 

1490 

1640 

6 

520 

680 

830 

970 

1110 

1240 

1370 

7 

450 

580 

710 

830 

950 

1070 

1170 

8 

390 

510 

620 

730 

830 

930 

1030 

9 

350 

450 

550 

650 

740 

830 

910 

10 

310 

410 

500 

580 

670 

750 

820 

11 

280 

370 

450 

530 

610 

680 

750 

12 

260 

340 

410 

490 

560 

620 

690 

Section  No.  A 129. 


Distance  between 


3"  X 2" 


supports  in 

feet. 

_3_" 

16 

i" 

A" 

f" 

7 // 

16 

4" 

3.07 

lbs. 
per  ft. 

4.1 

lbs. 
per  ft. 

5.0 

lbs. 
per  ft. 

5.9 

lbs. 
per  ft. 

6.8 
lbs. 
per  ft. 

7.7 
lbs. 
per  ft. 

2 

2210 

2890 

3540 

4170 

4770 

5350 

8 

1470 

1930 

2360 

2780 

3180 

3570 

4 

1110 

1440 

1770 

2080 

2380 

2670 

5 

880 

1160 

1420 

1670 

1910 

2140 

6 

740 

960 

1180 

1390 

1590 

1780 

7 

630 

830 

1010 

1190 

1360 

1530 

8 

550 

720 

890 

1040 

1190 

1340 

9 

490 

640 

790 

930 

1060 

1190 

10 

440 

580 

710 

830 

950 

1070 

11 

400 

530 

640 

760 

870 

970 

12 

370 

480 

590 

690 

800 

890 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


128 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG.  

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds  | — 

per  square  inch  and  include  weight  of  angle. 


Section  No. 

A 93. 

Distance  between 

3"  X 2i" 

supports  in 

i" 

A" 

i" 

A" 

i" 

A" 

i" 

feet. 

4.5 

5.6 

6.6 

7.6 

8.5 

9.5 

10.4 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

2990 

3670 

4320 

4950 

5560 

6140 

6710 

3 

2000 

2450 

2880 

3300 

3700 

4090 

4470 

4 

1500 

1840 

2160 

2470 

2780 

3070 

3350 

5 

1200 

1470 

1730 

1980 

2220 

2460 

2680 

6 

1000 

1220 

1440 

1650 

1850 

2050 

2240 

7 

860 

1050 

1230 

1410 

1590 

1760 

1920 

8 

750 

920 

1080 

1240 

1390 

1540 

1680 

670 

820 

960 

1100 

1230 

1360 

1490 

10 

600 

730 

860 

990 

1110 

1230 

1340 

11 

540 

670 

790 

900 

1010 

1120 

1220 

12 

500 

610 

720 

820 

930 

1020 

1120 

13 

460 

560 

660 

760 

850 

940 

1030 

14 

430 

520 

620 

710 

790 

880 

960 

Distance 

Section  No. 

A 95. 

between 

3 

y'  X 2i" 

supports 

i" 

A" 

i" 

A" 

i" 

A" 

f" 

i" 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

13.4 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

4020 

4940 

5830 

6690 

7530 

8330 

9120 

9880 

10620 

8 

2680 

3300 

3890 

4460 

5020 

5560 

6080 

6580 

7080 

4 

2010 

2470 

2920 

3350 

3760 

4170 

4560 

4940 

5310 

5 

1610 

1980 

2330 

2680 

3010 

3330 

3650 

3950 

4250 

6 

1340 

1650 

1940 

2230 

2510 

2780 

3040 

3290 

3540 

7 

1150 

1410 

1670 

1910 

2150 

2380 

2600 

2820 

3030 

8 

1010 

1240 

1460 

1670 

1880 

2080 

2280 

2470 

2650 

9 

890 

1100 

1300 

1490 

1670 

1850 

2030 

2190 

2360 

10 

800 

990 

1170 

1340 

1510 

1670 

1820 

1980 

2120 

11 

730 

900 

1060 

1220 

1370 

1520 

1660 

1800 

1930 

12 

670 

820 

970 

1120 

1250 

1390 

1520 

1650 

1770 

13 

620 

760 

900 

1030 

1160 

1280 

1400 

1520 

1630 

14 

570 

710 

830 

960 

1080 

1190 

1300 

1410 

1520 

15 

540 

660 

780 

890 

1000 

1110 

1220 

1320 

1420 

16 

500 

620 

730 

840 

940 

1040 

1140 

1230 

1330 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 

129 

SAFE 

LOADS 

IN  POUNDS 

UNIFORMLY 

DIS- 

TRIBUTED  FOR  CAMBRIA 

ANGLES 

UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 

npr  .<5niiarf»  inch  and  inrliide  wpie-ht  of  ane^le. 

Section  No.  A 97. 

Distance 

3J" 

x3" 

between 
supports 
in  feet. 

A" 

i" 

A" 

h" 

A" 

f" 

11" 

16 

3// 

4 

7// 

¥ 

6.6 

7.9 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.8 

16.8 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per 

ft. 

2 

5090 

6010 

6890 

7750 

8590 

9400 

10190 

10960 

11710 

12440 

8 

3390 

4000 

4600 

5170 

5730 

6270 

6790 

7300 

7800 

8290 

4 

2540 

3000 

3450 

3880 

4290 

4700 

5090 

5480 

5850 

6220 

5 

2040 

2400 

2760 

3100 

3440 

3760 

4080 

4380 

4680 

4980 

6 

1700 

2000 

2300 

2580 

2860 

3130 

3400 

3650 

3900 

4150 

7 

1450 

1720 

1970 

2220 

2450 

2690 

2910 

3130 

3340 

3550 

8 

1270 

1500 

1720 

1940 

2150 

2350 

2550 

2740 

2930 

3110 

9 

1130 

1330 

1530 

1720 

1910 

2090 

2260 

2430 

2600 

2760 

10 

1020 

1200 

1380 

1550 

1720 

1880 

2040 

2190 

2340 

2490 

11 

930 

1090 

1250 

1410 

1560 

1710 

1850 

1990 

2130 

2260 

12 

850 

1000 

1150 

1290 

1430 

1570 

1700 

1830 

1950 

2070 

13 

780 

920 

1060 

1190 

1320 

1450 

1570 

1690 

1800 

1910 

14 

730 

860 

980 

1110 

1230 

1340 

1460 

1570 

1670 

1780 

15 

680 

800 

920 

1030 

1150 

1250 

1360 

1460 

1560 

1660 

16 

640 

750 

860 

970 

1070 

1180 

1270 

1370 

1460 

1550 

Section  No.  A 99. 

Distance 

between 

supports 

4"  X 3" 

A" 

f" 

j_n 

\n 

A" 

1" 

11// 

T6 

f" 

1^// 

16 

i 

n 

7.2 

8.5 

9.8 

11.1 

12.4 

13.6 

14.8 

16.0 

17.1 

18.3 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per 

ft. 

2 

6580 

7780 

8940 

10070 

11170 

12240 

13280 

14300 

15290 

16260 

8 

4390 

5180 

5960 

6710 

7450 

8160 

8860 

9530 

10190 

10840 

4 

3290 

3890 

4470 

5040 

5590 

6120 

6640 

7150 

7650 

8130 

5 

2630 

3110 

3580 

4030 

4470 

4900 

5310 

5720 

6120 

6500 

6 

2190 

2590 

2980 

3360 

37?0 

4080 

4430 

4770 

5100 

5420 

7 

1880 

2220 

2550 

2880 

3190 

3500 

3800 

4090 

4370 

4650 

8 

1640 

1940 

2240 

2520 

2790 

3060 

3320 

3580 

3820 

4060 

9 

1460 

1730 

1990 

2240 

2480 

2720 

2950 

3180 

3400 

3610 

10 

1320 

1560 

1790 

2010 

2230 

2450 

2660 

2860 

3060 

3250 

11 

1200 

1410 

1630 

1830 

2030 

2230 

2420 

2600 

2780 

2960 

12 

1100 

1300 

1490 

1680 

1860 

2040 

2210 

2380 

2550 

2710 

13 

1010 

1200 

1380 

1550 

1720 

1880 

2040 

2200 

2350 

2500 

14 

940 

1110 

1280 

1440 

1600 

17.50 

1900 

2040 

2180 

2320 

16 

880 

1040 

1190 

1340 

1490 

1630 

1770 

1910 

2040 

2170 

16 

820 

970 

1120 

1260 

1400 

1530 

1660 

1790 

1910 

2030 

_ For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 

allowable  limit  for  plastered  ceilings  = 

35(T  span. 

130 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 
UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG.  — 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 131. 


Distance  between 


4"  X 3i" 


supports  in 

feet. 

A" 

i" 

A" 

i" 

A" 

f" 

w 

7.7 
lbs. 
per  ft. 

9.1 
lbs. 
per  ft. 

10.6 
lbs. 
per  ft. 

11.9 
lbs. 
per  ft. 

13.3 
lbs. 
per  ft. 

14.7 

lbs. 
per  ft. 

16.0 
lbs. 
per  ft. 

2 

6740 

7970 

9160 

10320 

11450 

12550 

13630 

8 

4490 

5310 

6110 

6880 

7640 

8370 

9080 

4 

3370 

3980 

4580 

5160 

5730 

6280 

6810 

5 

2690 

3190 

3660 

4130 

4580 

5020 

5450 

6 

2250 

2660 

3050 

3440 

3820 

4180 

4540 

7 

1920 

2280 

2620 

2950 

3270 

3590 

3890 

8 

1680 

1990 

2290 

2580 

2860 

3140 

3410 

9 

1500 

1770 

2040 

2290 

2550 

2790 

3030 

10 

1350 

1590 

1830 

2060 

2290 

2510 

2730 

11 

1220 

1450 

1670 

1880 

2080 

2280 

2480 

12 

1120 

1330 

1530 

1720 

1910 

2090 

2270 

13 

1040 

1230 

1410 

1590 

1760 

1930 

2100 

14 

960 

1140 

1310 

1470 

1640 

1790 

1950 

15 

900 

1060 

1220 

1380 

1530 

1670 

1820 

16 

840 

1000 

1150 

1290 

1430 

1570 

1700 

Distance 


Section  No.  A 101. 

5"x3" 


between 
supports 
in  feet. 

A" 

8.2 
lbs. 
per  ft. 

i" 

9.8 

lbs. 

per  ft. 

A" 

¥' 

JL" 

16 

i" 

15.7 

lbs. 

per  ft. 

W' 

i" 

19.9 

lbs. 

per  ft. 

i" 

21.2 

lbs. 

per  ft. 

11.3 

lbs. 

per  ft. 

12.8 

lbs. 

per  ft. 

14.3 

lbs. 

per  ft. 

17.1 

lbs. 

per  ft. 

18.5 
lbs. 
per  ft. 

2 

10060 

11920 

13740 

15510 

17240 

18930 

20580 

22190 

23770 

25310 

3 

6710 

7950 

9160 

10340 

11490 

12620 

13720 

14790 

15850 

16870 

4 

5030 

5960 

6870 

7760 

8620 

9470 

10290 

11100 

11880 

12660 

5 

4020 

4770 

5500 

6210 

6900 

7570 

8230 

8880 

9510 

10120 

6 

3350 

3970 

4580 

5170 

5750 

6310 

6860 

7400 

7920 

8440 

7 

2870 

3410 

3930 

4430 

4930 

5410 

5880 

6340 

6790 

7230 

8 

2520 

2980 

3440 

3880 

4310 

4730 

5140 

5550 

5940 

6330 

9 

2240 

2650 

3050 

3450 

3830 

4210 

4570 

4930 

5280 

5620 

10 

2010 

2380 

2750 

3100 

3450 

3790 

4120 

4440 

4750 

5060 

11 

1830 

2170 

2500 

2820 

3130 

3440 

3740 

4030 

4320 

4600 

12 

1680 

1990 

2290 

2590 

2870 

3160 

3430 

3700 

3960 

4220 

13 

1550 

1830 

2110 

2390 

2650 

2910 

3170 

3410 

3660 

3890 

14 

1440 

1700 

1960 

2220 

2460 

2700 

2940 

3170 

3400 

3620 

15 

1340 

1590 

1830 

2070 

2300 

2520 

2740 

2960 

3170 

3370 

16 

1260 

1490 

1720 

1940 

2160 

2370 

2570 

2770 

2970 

3160 

17 

1180 

1400 

1620 

1830 

2030 

2230 

2420 

2610 

2800 

2980 

18 

1120 

1330 

1530 

1720 

1920 

2100 

2290 

2470 

2640 

2810 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 


131 


[ 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 
UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds  

per  square  inch  and  include  weight  of  angle.  f 


Distance 

between 


Section  No.  A 103. 


5"  X 3i" 


sup- 

16 

f" 

JZ_" 

16 

i" 

A" 

f" 

i" 

w 

i" 

w 

ports 

8.7 

10.4 

12.0 

13.6 

15.2 

16.8 

18.3 

19.8 

21.3 

22.7 

24.2 

in  feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

10320 

12240 

14100 

15930 

17710 

19450 

21150 

22810 

24440 

26030 

27590 

3 

6880 

8160 

9400 

10620 

11810 

12970 

14100 

15210 

16290 

17350 

18400 

4 

5160 

6120 

7050 

7960 

8850 

9720 

10570 

11410 

12220 

13020 

13800 

5 

4130 

4890 

5640 

6370 

7080 

7780 

8460 

9120 

9780 

10410 

11040 

6 

3440 

4080 

4700 

5310 

5900 

6480 

7050 

7600 

8150 

8680 

9200 

7 

2950 

3500 

4030 

4550 

5060 

5560 

6040 

6520 

6980 

7440 

f7880 

8 

2580 

3060 

3530 

3980 

4430 

4860 

5290 

5700 

6110 

6510 

6900 

9 

2290 

2720 

3130 

3540 

3940 

4320 

4700 

5070 

5430 

5780 

6130 

10 

2060 

2450 

2820 

3190 

3540 

3890 

4230 

4560 

4890 

5210 

5520 

11 

1880 

2220 

2560 

2900 

3220 

3540 

3850 

4150 

4440 

4730 

5020 

12 

1720 

2040 

2350 

2650 

2950 

3240 

3520 

3800 

4070 

4340 

4600 

13 

1590 

1880 

2170 

2450 

2720 

2990 

3250 

3510 

3760 

4000 

4240 

14 

1470 

1750 

2010 

2280 

2530 

2780 

3020 

3260 

3490 

3720 

3940 

15 

1380 

1630 

1880 

2120 

2360 

2590 

2820 

3040 

3260 

3470 

3680 

16 

1290 

1530 

1760 

1990 

2210 

2430 

2840 

2850 

3050 

3250 

3450 

17 

1210 

1440 

1660 

1870 

2080 

2290 

2490 

2680 

2880 

3060 

3250 

18 

1150 

1360 

1570 

1770 

1970 

2160 

2350 

2530 

2720 

2890 

3070 

Section  No.  A 135. 


Distance  between 


5"  X 4" 


supports  in 
feet. 

i" 

JL" 

16 

¥' 

A" 

5ff 

8 

11" 

16 

11.0  lbs. 
per  ft. 

12.8  lbs. 
per  ft. 

14.5  lbs. 
per  ft. 

16.2  lbs. 
per  ft. 

17.8  lbs. 
per  ft. 

19.5  lbs. 

per  ft. 

2 

12500 

14410 

16280 

18100 

19880 

21620 

3 

8330 

9610 

10850 

12070 

13250 

14420 

4 

6250 

7200 

8140 

9050 

9940 

10810 

5 

5000 

5760 

6510 

7240 

7950 

8650 

6 

4170 

4800 

5430 

6030 

6630 

7210 

7 

3570 

4120 

4650 

5170 

5680 

6180 

8 

3120 

3600 

4070 

4520 

4970 

5410 

9 

2780 

3200 

3620 

4020 

4420 

4810 

10 

2500 

2880 

3260 

3620 

3980 

4320 

11 

2270 

2620 

2960 

3290 

3610 

3930 

12 

2080 

2400 

2710 

3020 

3310 

3600 

13 

1920 

2220 

2500 

2780 

3060 

3330 

14 

1790 

2060 

2330 

2590 

2840 

3090 

15 

1670 

1920 

2170 

2410 

2650 

2880 

16 

1560 

1800 

2030 

2260 

2490 

2700 

17 

1470 

1700 

1910 

2130 

2340 

2540 

18 

1390 

1600 

1810 

2010 

2210 

2400 

For  safe  loads  below  heavy  lines  the , deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


132 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 

UNEQUAL  LEGS. 


NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 106. 


Distance  3j„ 


between 


sup- 

ports 

1" 

A" 

i" 

A" 

1" 

W 

i" 

U" 

i" 

W' 

1" 

in  feet. 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.4 

24.0 

25.7 

27.8 

28.9 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

17300 

19980 

22600 

25160 

27670 

30130 

32550 

34910 

37230 

39510 

41630 

3 

11540 

13320 

15060 

16770 

18450 

20090 

21700 

23270 

24820 

26340 

27750 

4 

8650 

9990 

11300 

12580 

13840 

15070 

16270 

17460 

18620 

19760 

20810 

5 

6920 

7990 

9040 

10060 

11070 

12050 

13020 

13960 

14890 

15800 

16650 

6 

5770 

6660 

7530 

8390 

9220 

10040 

10850 

11640 

12410 

13170 

13880 

7 

4940 

5710 

6460 

7190 

7910 

8610 

9300 

9970 

10640 

11290 

11890 

8 

4330 

4990 

5650 

6290 

6920 

7530 

8140 

8730 

9310 

9880 

10410 

9 

3850 

4440 

5020 

5590 

6150 

6700 

7230 

7760 

8270 

8780 

9250 

10 

3460 

4000 

4520 

5030 

5530 

6030 

6510 

6980 

7450 

7900 

8330 

11 

3150 

3630 

4110 

4570 

5030 

5480 

5920 

6350 

6770 

7180 

7570 

12 

2880 

3330 

3770 

4190 

4610 

5020 

5420 

5820 

6210 

6590 

6940 

13 

2660 

3070 

3480 

3870 

4260 

4640 

5010 

5370 

5730 

6080 

6400 

14 

2470 

2850 

3230 

3590 

3950 

4300 

4650 

4990 

5320 

5640 

5950 

15 

2310 

2660 

3010 

3350 

3690 

4020 

4340 

4650 

4960 

5270 

5550 

16 

2160 

2500 

2820 

3150 

3460 

3770 

4070 

4360 

4650 

4940 

5200 

17 

2040 

2350 

2660 

2960 

3260 

3550 

3830 

4110 

4380 

4650 

4900 

18 

1920 

2220 

2510 

2800 

3070 

3350 

3620 

3880 

4140 

4390 

4630 

19 

1820 

2100 

2380 

2650 

2910 

3170 

3430 

3680 

3920 

4160 

4380 

20 

1730 

2000 

2260 

2520 

2770 

3010 

3250 

3490 

3720 

3950 

4160 

21 

1650 

1900 

2150 

2400 

2640 

2870 

3100 

3320 

3550 

3760 

3960 

22 

1570 

1810 

2050 

2290 

2520 

2740 

2960 

3170 

3380 

3590 

3780 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceijings  = span. 


CAMBRIA  STEEL. 


133 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 107. 


Distance 

between 

6 

" X 4 

tt 

sup- 

ports 

1" 

A" 

¥' 

A" 

r 

U" 

i" 

W 

1" 

in  feet. 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

2 

17700 

20430 

23120 

25750 

28320 

30850 

33330 

35760 

38140 

40480 

42780 

3 

11800 

13620 

15410 

17160 

18880 

20570 

22220 

23840 

25430 

26990 

28520 

4 

8850 

10230 

11560 

12870 

14160 

15420 

16660 

17880 

19070 

20240 

21390 

5 

7080 

8170 

9250 

10300 

11330 

12340 

13330 

14300 

15260 

16190 

17110 

6 

5900 

6810 

7710 

8580 

9440 

10280 

11110 

11920 

12710 

13490 

14260 

7 

5060 

5840 

6600 

7360 

8090 

8810 

9520 

10220 

10900 

11570 

12220 

8 

4420 

5110 

5780 

6440 

7080 

7710 

8330 

8940 

9540 

10120 

10700 

9 

3930 

4540 

5140 

5720 

6290 

6860 

7410 

7950 

8480 

9000 

9510 

10 

3540 

4090 

4620 

5150 

5660 

6170 

6670 

7150 

7630 

8100 

8560 

11 

3220 

3720 

4200 

4680 

5150 

5610 

6060 

6500 

6930 

7360 

7780 

12 

2950 

3410 

3850 

4290 

4720 

5140 

5550 

5960 

6360 

6750 

7130 

13 

2720 

3140 

3560 

3960 

4360 

4750 

5130 

5500 

5870 

6230 

6580 

14 

2530 

2920 

3300 

3680 

4050 

4410 

4760 

5110 

5450 

5780 

6110 

15 

2360 

2720 

3080 

3430 

3780 

4110 

4440 

4770 

5090 

5400 

5700 

16 

2210 

2550 

2890 

3220 

3540 

3860 

4170 

4470 

4770 

5060 

5350 

17 

2080 

2400 

2720 

3030 

3330 

3630 

3920 

4210 

4490 

4760 

5030 

18 

1970 

2270 

2570 

2860 

3150 

3430 

3700 

3970 

4240 

4500 

4750 

19 

1860 

2150 

2430 

2710 

2980 

3250 

3510 

3760 

4020 

4260 

4500 

20 

1770 

2040 

2310 

2570 

2830 

3080 

3330 

3580 

3810 

4050 

4280 

21 

1690 

1950 

2200 

2450 

2700 

2940 

3170 

3400 

3630 

3860 

4070 

22 

1610 

1860 

2100 

2340 

2570 

2800 

3030 

3250 

3470 

3680 

3890 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


184 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 

Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 109. 


Distance 


7"  X 3i" 


between 

supports 

in  feet. 

A" 

i" 

A" 

f" 

W' 

i" 

W 

i" 

if" 

1" 

16.0 

lbs. 

per  ft. 

17.0 

lbs. 

per  ft. 

19.1 

lbs. 

per  ft. 

21.0 

lbs. 

per  ft. 

23.0 

lbs. 

per  ft. 

24.9 

lbs. 

per  ft. 

26.8 

lbs. 

per  ft. 

28.7 

lbs. 

per  ft. 

30.5 

lbs. 

per  ft. 

32.3 

lbs. 

per  ft. 

4 

13360 

15140 

16900 

18570 

20260 

21910 

23530 

25110 

26670 

28210 

5 

10690 

12120 

13520 

14850 

16210 

17530 

18830 

20090 

21340 

22560 

6 

8910 

10100 

11270 

12380 

13510 

14600 

15690 

16740 

17780 

18800 

7 

7640 

8650 

9660 

10610 

11580 

12520 

13450 

14350 

15240 

16120 

8 

6680 

7570 

8450 

9280 

10130 

10950 

11770 

12560 

13340 

14100 

9 

5940 

6730 

7510 

8250 

9010 

9740 

10460 

11160 

11850 

12540 

10 

5340 

6060 

6760 

7430 

8100 

8760 

9410 

10050 

10670 

11280 

11 

4860 

5510 

6150 

6750 

7370 

7970 

8560 

9130 

9700 

10260 

12 

4450 

5050 

5630 

6190 

6750 

7300 

7840 

8370 

8890 

9400 

13 

4110 

4660 

5200 

5710 

6230 

6740 

7240 

7730 

8210 

8680 

14 

3820 

4330 

4830 

5310 

5790 

6260 

6720 

7180 

7620 

8060 

15 

3560 

4040 

4510 

4950 

5400 

5840 

6280 

6700 

7110 

7520 

16 

3340 

3790 

4230 

4640 

5070 

5480 

5880 

6280 

6670 

7050 

17 

3140 

3560 

3980 

4370 

4770 

5150 

5540 

5910 

6280 

6640 

18 

2970 

3370 

3760 

4130 

4500 

4870 

5230 

5580 

5930 

6270 

19 

2810 

3190 

3560 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

20 

2670 

3030 

3380 

3710 

4050 

4380 

4710 

5020 

5330 

5640 

21 

2550 

2880 

3220 

3540 

3860 

4170 

4480 

4780 

5080 

5370 

22 

2430 

2750 

3070 

3380 

3680 

3980 

4280 

4570 

4850 

5130 

23 

2320 

2630 

2940 

3230 

3520 

3810 

4090 

4370 

4640 

4910 

24 

2230 

2520 

2820 

3090 

3380 

3650 

3920 

4190 

4450 

4700 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 


135 


SAFE  LOADS  IN  POUNDS  UNIFORMLY  DIS- 
TRIBUTED FOR  CAMBRIA  ANGLES. 


UNEQUAL  LEGS. 

NEUTRAL  AXIS  PARALLEL  TO  SHORT  LEG. 


Safe  loads  below  are  figured  for  fibre  stress  of  16  000  pounds 
per  square  inch  and  include  weight  of  angle. 


Section  No.  A 112. 


Distance 


8"  X 6" 


between 


supports 

in  feet. 

i" 

A" 

f" 

U" 

i" 

U" 

V' 

15'/ 

16 

1" 

23.0 

25.7 

28.5 

31.2 

33.8 

36.5 

39.1 

41.7 

44.3 

* 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

per  ft. 

4 

21370 

23860 

26310 

28730 

31110 

33450 

35770 

38040 

40290 

5 

17090 

19090 

21050 

22980 

24890 

26760 

28610 

30430 

32230 

6 

14250 

15900 

17540 

19150 

20740 

22300 

23840 

25360 

26860 

7 

12210 

13630 

15040 

16410 

17770 

19110 

20440 

21740 

23020 

8 

10680 

11930 

13150 

14360 

15550 

16720 

17880 

19020 

20140 

9 

9500 

10600 

11690 

12770 

13820 

14860 

15890 

16900 

17900 

10 

8550 

9540 

10520 

11490 

12440 

13380 

14300 

15210 

16110 

11 

7770 

8670 

9570 

10440 

11310 

12160 

13000 

13830 

14650 

12 

7120 

7950 

8770 

9570 

10370 

11150 

11920 

12680 

13430 

18 

6570 

7340 

8090 

8840 

9570 

10290 

11000 

11700 

12390 

14 

6100 

6810 

7510 

8200 

8880 

9550 

10220 

10870 

11510 

15 

5700 

6360 

7010 

7660 

8290 

8920 

9540 

10140 

10740 

16 

5340 

5960 

6570 

7180 

7770 

8360 

8940 

9510 

10070 

17 

5020 

5610 

6190 

6760 

7320 

7870 

8410 

8950 

9480 

18 

4750 

5300 

5840 

6380 

6910 

7430 

7950 

8450 

8950 

19 

4500 

5020 

5540 

6040 

6550 

7040 

7530 

8010 

8480 

20 

4270 

4770 

5260 

5740 

6220 

6690 

7150 

7600 

8050 

21 

4070 

4540 

5010 

5470 

5920 

6370 

6810 

7240 

7670 

22 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6910 

7320 

23 

3710 

4150 

4570 

4990 

5410 

5S10 

6220 

6610 

7000 

24 

3560 

3970 

4380 

4780 

5180 

5570 

5960 

6340 

6710 

25 

3420 

3810 

4210 

4590 

4970 

5350 

5720 

6080 

6440 

26 

3280 

3670 

4040 

4420 

4780 

5140 

5500 

5850 

6190 

27 

3160 

3530 

3890 

4250 

4600 

4950 

5300 

5630 

5960 

28 

3050 

3410 

3760 

4100 

4440 

4780 

5110 

5430 

5750 

For  safe  loads  below  heavy  lines  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


136 


CAMBKIA  STEEL. 


GENERAL  FORMULA  FOR  FLEXURE  OF  BEAMS. 

NOTATION. 

A = Area  of  Section  in  square  inches. 

d = Depth  of  Cross  Section  in  inches. 

1 = Length  of  Span  in  inches. 

L = Length  of  Span  in  feet. 

p = Stress  in  extreme  fibre  of  section  in  pounds  per  square  inch. 

Xi  = Distance  of  Center  of  Gravity  of  Section  from  extreme  fibre  in  inches. 

W = Total  Load,  in  pounds,  Uniformly  Distributed,  including  the  Weight  of 
Beam. 

Wi  = Total  Superimposed  or  Live  Load,  in  pounds.  Uniformly  Distributed. 

W2  = Total  Weight  of  Beam,  in  pounds.  Uniformly  Distributed. 

Wg  = Total  Safe  Load,  in  pounds.  Uniformly  Distributed. 

P = Load,  in  pounds,  concentrated  at  any  point. 

F = Coefficient  of  Strength  of  the  Tables  of  Properties  = Safe  Load,  in  pounds, 
for  a fibre  stress  of  16  000  pounds  per  square  inch  for  a span  of  one  foot. 

F'  = Coefficient  of  Strength  of  the  Tables  of  Properties  = Safe  Load,  in  pounds, 
for  a fibre  stress  of  12  500  pounds  per  square  inch  for  a span  of  one  foot. 

D = Total  Deflection  of  Beam,  in  inches,  due  to  weight  W. 

Dwi  and  Dp  = Deflections  of  Beams,  in  inches,  due  to  the  weights  Wi  and  P 
respectively. 

N = Coefficient  of  Deflection  of  the  Tables  of  Properties  = Deflection,  in 
inches,  due  to  a total  load  of  1 000  pounds  uniformly  distributed  for  a 
span  of  one  foot. 

N'  = Coefficient  of  Deflection  of  the  Tables  of  Properties  = Deflection,  in 
inches,  due  to  a superimposed  load  of  1 000  pounds,  concentrated  at 
the  middle  of  a Beam  with  a span  of  one  foot. 

H = Coefficient  of  Deflection,  in  inches,  for  fibre  stress  of  16  000  pounds  per 
square  inch,  for  any  section  used  as  a Beam  subjected  to  its  safe  load 
Uniformly  Distributed.  (See  table,  page  76.) 

H'  = Coefficient  of  Deflection,  in  inches,  for  fibre  stress  of  12  500  pounds  per 
square  inch  for  any  section  used  as  a Beam  subjected  to  its  safe  load 
Uniformly  Distributed.  (See  table,  page  76.) 

M = Total  Bending  Moment,  in  inch  pounds,  due  to  the  Weight  of  Beam  and 
Superimposed  Load. 

I = Moment  of  Inertia,  in  inches^.  Axis  through  Center  of  Gravity. 

Ii  = Moment  of  Inertia,  in  inches*.  Axis  parallel  to  above  but  not  through 
Center  of  Gravity. 

V = Distance,  in  inches,  between  these  Axes. 

S = Section  Modulus  in  inches^. 

r = Radius  of  Gyration  in  inches. 

E = Modulus  of  Elasticity,  in  pounds,  per  square  inch  (Steel  = 29  000  000). 


S = 


GENERAL  FORMULiE. 

Ij  = I+Av2 
MXi  M 


Or  for  Symmetrical  Section  M = 


M p S p j g 

For  Beam  supported  at  both  ends  and  Uniformly  Loaded: 


2pl 


8 


8 


SAFE  LOADS. 


1 


1X1 


8pS 

1 


F = where  p = 16  000  pounds  and  1 = 12"  therefore  F = -^  16  000  S 


F'  = - 


3 

= where  p = 12  500  pounds  and  1 = 12"  therefore  F'=  12  500  S 

To  obtain  the  Safe  Load  for  any  span  in  feet,  for  fibre  stress  of  16  000  pounds 

per  square  inch: 

^ r T . Axr  2 16000  S F 

Safe  Load  = Wg  = — — = — 

To  obtain  the  Safe  Load  for  any  span  in  feet,  for  fibre  stress  of  12  500  pounds 
per  square  inch: 

o r T ^ 2 12500  S F' 

Safe  Load  = Wa=  — = -jj 


CAMBRIA  STEEL. 


137 


GENERAL  FORMULA  FOR  FLEXURE  OF  BEAMS. 

(continued.) 

DEFLECTIONS. 

(1)  Beam  supported  at  both  ends  and  Uniformly  Loaded: 

^ ^ , r ^ r.  5 W13  5 (Wi  + W2)13 

Deflection  for  Total  Load  = D = ^ ^ = 384 ET 

5 Wil3 

Deflection  for  Superimposed  Load  = Dw^  = 

(2)  Beam  supported  at  both  ends  with  load  concentrated  at  the  middle: 

P13  5 W2I3 

Deflection  for  Total  Load  = D = ^ 


Deflection  for  Superimposed  Load  = Dp  = 


P13 


48EI 

(3)  Beam  fixed  at  one  end,  unsupported  at  the  other,  and  Uniformly  Loaded: 

W13  (Wi  + W2)  13 


Deflection  for  Total  Load  = D = 


8EI 


8EI 

Wll3 


Deflection  for  Superimposed  Load  = Dw,  = 

^ 8E1 

(4)  Beam  fixed  at  one  end,  and  unsupported  at  the  other,  with  load  concen- 
trated at  the  unsupported  end: 

P13  W2I3 

Deflection  for  Total  Load  = D = 


Deflection  for  Superimposed  Load  = Dp  = 


P13 

3EI 


384  El 
1 = 12" 


5 (Wi  + W2)  13 
384  El 
P13 


where  W = (W^  + = 1 000  pounds  and 


N'  = - p ^-3,  where  P = 1 000  pounds  and  1 = 12" 

48  hiL 

Total  Deflection,  in  inches,  due  to  a Beam  Uniformly  Loaded  for  any  span  in 
. , ^ NWL3  N(Wi  + W2)L3 

^ 1 000  1 000 

Total  Deflection,  in  inches,  due  to  a Superimposed  Load  P and  the  Weight  of 

N'PL3  NW2L3 

Beam  for  any  span  in  feet  = D = ^ qqq- 

H = ^ 


“'  = 232^ 


FOR  SYMMETRICAL  SECTIONS. 

Total  Deflection,  in  inches,  for  a fibre  stress  of  16  000  lbs.  per  square  inch 

= - = f 

Total  Deflection,  in  inches,  for  a fibre  stress  of  12  500  lbs.  per  square  inch 

= ^ = f 

FOR  UNSYMMETRICAL  SECTIONS. 

Total  Deflection,  in  inches,  for  a fibre  stress  of  16  000  pounds  per  square  inch 

^ ^ 

Total  Deflection,  in  inches,  for  a fibre  stress  of  12  500  pounds  per  square  inch 


= D 


2X1 


188 


CAMBRIA  STEEL. 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 


W = Total  Load,  in  lbs.,  uniformly 
distributed,  including  the  weight  of 
beam. 

Wi  = Total  Superimposed  or  Live 
Load,  in  lbs.,  uniformly  distributed. 

W2  = Total  Weight  of  Beam  or 
Dead  Load,  in  lbs.,  uniformly  dis- 
tributed. 

P,  Pi,  P2,  Pa  = Loads,  in  lbs.,  con- 
centrated at  any  points. 


M =Total  BendingMoment.in  inch-lbs. 
Mwi,Mp=BendingMoments, in  inch-lbs., 
due  to  Weights  Wi  and  P respectively. 

I = Moment  of  Inertia,  in  inches^. 

1 = Length  of  Span,  in  inches. 

E=  Modulus  of  Elasticity,  in  lbs.  per 
square  inch  =29  000  000  for  steel. 

Wg  = Total  Safe  Load,  in  lbs.,  uni- 
formly distributed,  including  weight  of 
beam  =Total  Safe  Load  of  Tables. 

The  ordinates  in  diagrams  give  the  bending  moments  for  corresponding  points 
on  beam.  For  superimposed  load  only,  make  W2  in  formulae  equal  to  zero. 


(1)  Beam  Supported  at  both  ends 
and  Uniformly  Loaded. 


Diagram  for  Total  Load: — 
WI 

Draw  parabola  having  M = — 

O 


of  beam  = M = • 


Safe  Superimposed  Load,  in  lbs.,  uni- 
formly distributed,  W'g  =W8--W2. 

Maximum  Bending  Moment  at  middle 
WI  ^ (Wi  -f  W2)l 
8 8 
Maximum  Shear  at  points  of  support 
W W1  + W2 
2 2 

5 WP 

Maximum  deflection  = - ^ _ = 

Oo4:  El 

5 (Wl+W2)P 
384  El 


(2)  Beam  Supported  at  both  ends 
with  Load  Concentrated 
at  the  Middle. 


Diagram  for  Superimposed  Load : — 
PI 

Draw  triangle  having  Mp  = — 
Diagram,  Dead  Load, similar  to  Case(l) 


Safe  Superimposed  Load,  in  lbs.,  con- 
. . . r.  Wg  - W2 
centrated,  Pg  = ^ 

Maximum  Bending  Moment  at  middle 
PI  W2I 

of  beam  = M = ^ + 

Maximum  Shear  at  points  of  support  = 
P -1-W2 


PP  5 W2P 
Max.  Deflection  = + 3^  ■ 


(8)  Beam  fixed  at  one  3nd,Unsup- 
^ ported  at  the  other  and 
Uniformly  Loaded. 


Diagram  for  Total  Load:- 
Draw  Parabola  having  M = 


Safe  Superimposed  Load,  in  lbs.,  uni- 

Wa 

formly  distributed,  W'g  = -^ W2. 

Maximum  Bending  Moment  at  point  of 
^ WI  (W]+W2)l 
support  = = 2 — " — 

Maximum  Shear  at  point  of  support  = 
W = Wi  + W2. 


WI 


Max.  Deflection  = 


WP  (Wi-}-W2)P 


8EI 


8EI 


CAMBRIA  STEEL. 


139 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 


M =Total  Bending  Moment, in  inch-lbs. 
Mwi,Mp=  BendingMoments.in  inch-lbs. , 
duetoWeights  Wi  and  P respectively. 

I = Moment  of  Inertia,  in  inches^. 

1 = Length  of  Span,  in  inches. 

E = Modulus  of  Elasticity,  in  lbs.  per 
square  inch  = 29  000  000  for  steel. 

Wg  = Total  Safe  Load,  in  lbs.,  uni- 
formly distributed,  including  weight  of 
beam  = Total  Safe  Load  of  Tables. 

The  ordinates  in  diagrams  give  the  bending  moments  for  corresponding  points 
on  beam.  For  superimposed  load  only,  make  W2  in  formulae  equal  to  zero. 


W = Total  Load,  in  lbs.,  uniformly 
distributed,  including  the  weight  of 
beam. 

Wi  = Total  Superimposed  or  Live 
Load,  in  lbs.,  uniformly  distributed. 

W2  = Total  Weight  of  Beam  or 
Dead  Load,  in  lbs.,  uniformly  dis- 
tributed. 

P,  Pi,  P2,  Ps  = Loads,  in  lbs.,  con- 
centrated at  any  points. 


(4)  Beam  fixed  at  one  end,  and 


Diagram  for  Superimposed  Load : — 
Draw  triangle  having  Mp  = PL 
Diagram.  Dead  Load,similartoCase(3) 


Safe  Superimposed  Load,  in  lbs.,  con- 
centrated, Pg  = — ^ - 

O 

Maximum  Bending  Moment  at  point  of 

^ 01  1 W2I 

support  = PI  -1 

Maximum  Shear  at  point  of  support  = 
P +W2. 

P13  Wop 

Maximum  Deflection  = -f 

oEl  oEl 


(5)  Beam  Supported  at  both  ends 
with  Load  Concentrated  at 
any  point. 


Safe  Superimposed  Load,  in  lbs.,  con- 
Wg  12  - 4a  W2  (1  - a) 


centrated,  Pg  = 


Sab 


Maximum  Bending  Moment  under  load 
^ a(2Pb  -f-W2l  - W2a) 

c.  * Pb  , W2 

Max.  Shear  at  Sup.  near  a = -y*  + * 

Max.  Shear  at  Sup.  near  b = ^ -L  • 

Deflection  at  distance  x from  left  sup- 
1 pal  - a2-]  f 
3EI1  L 3 J 


port 


Diagram  for  Superimposed  Load: — 
Pab 
1 

Diagram,  Dead  Load,similarto  Case(l) 


[pb+^’ 


Draw  triangle  having  Mp  = 


-V 


2al-a2 


2al  - a2 


= Distance,  from  left 

support,  of  point  of  maximum  deflection 
for  superimposed  load. 


( 6)  Beam  Supported  at  both  ends 

with  two  Symmetrical  Loads. 


Mpj  i 

mX 

‘ : 

c 

|p  ! , 

^ 

Diagram  for  Superimposed  Load : — 
Draw  trapezoid  having  Mp  = Pa. 
Diagram,  Dead  Load , similar  to  Case(l) 


Safe  Superimposed  Load,  in  lbs.,  con- 

, , , u T>  Wgl  - W2I 

centrated,  each,  P = • 

3 8a 

Maximum  Bending  Moment  at  center 
W2I 

of  beam  = Pa  + 

Maximum  Shear  at  points  of  support  = 
2P  -fW2 
2 

Maximum  Deflection  = 


24  El 


384  El 


140 


CAMBKIA  STEEL. 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 


W = Total  Load,  in  lbs.,  uniformly 
distributed,  including!  the  weight  of 
beam. 

Wi  = Total  Superimposed  or  Live 
Load,  in  lbs.,  uniformly  distributed. 

W2  = Total  Weight  of  Beam  or 
Dead  Load,  in  lbs.,  uniformly  dis- 
tributed. 

P,  Pi,  P2,  P3  = Loads,  in  lbs.,  con- 
centrated at  any  points. 


M = Total  Bending  Moment, in  inch-lbs. 

Mwi,Mp=  BendingMoments,in  inch-lbs., 
duetoWeights  Wi  and  P respectively. 

I = Moment  of  Inertia,  in  inches^. 

1 = Length  of  Span,  in  inches. 

E = Modulus  of  Elasticity,  in  lbs.,  per 
square  inch  = 29  000  000  for  steel. 

Wg  = Total  Safe  Load,  in  lbs.,  uni- 
formly distributed,  including  the  weight 
of  beam  = Total  Safe  Load  of  Tables. 


The  ordinates  in  diagrams  give  the  bending  moments  for  corresponding  points 
on  beam.  For  superimposed  load  only,  make  W2  in  formulae  equal  to  zero. 


The  Maximum  Bending  Moment  occurs 
at  the  point  where  the  vertical  shear 
equals  zero  and  will  be  at  one  of  the 
loads  P,  Pi,  or  P2  depending  upon  their 
amounts  and  spacing  if  W2  is  neglected. 


(7)  Beam  Supported  at  both  ends 
with  Loads  Concentrated 
at  various  Points. 


The  total  bending  moment  at  any 
point  produced  by  all  the  weights  is 
equal  to  the  sum  of  the  moments  at 
that  point  produced  by  each  of  the 
weights  separately. 

Diagram  for  Dead  Load  similar  to 
Case  (1). 


Let  R = Reaction  at  Left  Support. 
Bending  Moment  at  P = 


Bending  Moment  at  Pi  = 

Mp,  i Rai  - + P (ai  - a)]  • 

Bending  Moment  at  P2  = Mp2  = Ra2  — 
P21—  + (^2  - a.)  + P (a,  - a)]  ■ 

Shear  or  Reaction  at  Left  Support  = 
P2  b2  + Pi  bi  + Pb  W2 

1 2 * 

Shear  or  Reaction  at  Right  Support  = 
P2  a2  + Pi  ai  + Pa  W2 

1 2 * 

Diagram  for  Superimposed  Load: — 
Draw  as  in  Case  (5)  the  Ordinates  FC, 
GD  and  HE  representing  the  bending 
moments  due  to  loads  P,  Pi  and  P2  re_ 
spectively.  Produce  FC  to  P,  making  PC 
= FC  + IC  + JC;  GD  to  Q,  making 
QD  = GD  + KD  + LD;  and  HE  to  R, 
making  RE  = HE  + ME  + NE.  Join 
the  points  A,  P,  Q,  R and  B,  then  the 
ordinates  between  A B and  polygon  A P 
QRB  will  represent  the  bending  moments 
for  corresponding  points  on  beam. 


CAMBRIA  STEEL.  141 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 


W = Total  Ivoad,  in  lbs.,  uniformly- 
distributed,  including  the  weight  of 
beam. 

Wi  = Total  Superimposed  or  Live 
Load,  in  lbs.,  uniformly  distributed. 

W2  = Total  Weight  of  Beam  or 
Dead  Load,  in  lbs.,  uniformly  dis- 
tributed. 

P,  Pi,  P2,  P3  = Loads,  in  lbs.,  con- 
centrated at  any  points. 


M =Total  Bending  Moment  in  inch-lbs. 

Mwi,Mp=  BendingMoments,in  inch-lbs. , 
due  toWeights  Wi  and  P respectively. 

I = Moment  of  Inertia,  in  inches^. 

1 = Length  of  Span,  in  inches. 

E = Modulus  of  Elasticity,  in  lbs.,  per 
square  inch  = 29  000  000  for  steel. 

Wg  = Total  Safe  Load,  in  lbs.,  uni- 
formly distributed,  including  the  weight 
of  beam  = Total  Safe  Load  of  Tables. 


The  ordinates  in  diagrams  give  the  bending  moments  for  corresponding  points 
on  beam.  For  superimposed  load  only,  make  W2  in  formulae  equal  to  zero. 


(8)  Beam  Fixed  at  both  ends  and 
Uniformly  Loaded. 


Diagram  for  Total  Load: — Draw 
WI 

parabola  having  M = — • Also  A A' 

O 

parallel  to  base  and  at  a distance 
WI 

M'  = r • The  Vertical  distances 


Safe  Superimposed  Load,  in  lbs.,  uni- 
formly distributed,  W'g  = f Wg  — W2. 

Distance  of  points  of  contra-flexure 
from  supports  = .21131. 


Maximum  Bending  Moment  at  points 
WI  (Wi  + W2)  1 


of  support  = 


12 


12 


Bending  Moment  at  middle  of  beam  = 
WI  ^ (Wi  + W2)  1 
24  24  ■ 


Maximum  Shear  at  points  of  support  = 
Wi  +W2 
2 


Maximum  Deflection 


WP 

384EI 


between  the  parabola  and  line  A A' 
are  the  moments  for  corresponding 
points  on  beam. 


(9)  Beam  Fixed  at  both  ends 
with  Load  Concentrated  at 
the  Middle. 


Diagram  for  Superimposed  Load : — 


Draw  triangle  having  M = — • Also 
4 

A A'  parallel  to  base  and  at  a distance 
PI 

M'  = — • The  Vertical  distances  be- 


(Wl  +W2)P 
384EI 


Safe  Superimposed  Load,  in  lbs.,  con- 
centrated, Pg  = Wg  — § W2. 

Distance  of  points  of  contra-flexure 
from  supports  = 5I. 

Maximum  Bending  Moment  at  points 

r ^ PI  , W2I 

of  support  = -g  + 

Bending  Moment  at  middle  of  beam  = 
PI  W2I 
8 24  ‘ 

Maximum  Shear  at  points  of  support  = 
P +W2 
2 


tween  the  triangle  and  line  A A'  are 
the  moments  f orcorresponding  points 
on  beam. 

Diagram  for  Dead  Load  similar  to 
Case  (8). 


Maximum  Deflection  = 
W2P. 

384EI* 


CAMBRIA  STEEL. 

145 

PROPERTIES  OF  VARIOUS 

SECTIONS. 

Moment  of  Inertia. 

I 

Section  Modulus. 

s = 

Xi 

Radius  of  Gyration. 

Si* 

12 

a3 

6 

= .289a 

12 

Si* 

3 

a3 

3 

—1=  = .577a 
t/  3 

Si*  — ai^ 

Si*  — ai* 

1 a2  + ai2 

12 

6a 

\ 12 

a* 

— iiSa^ 

^ _ opn^ 

12 

6 l/  2 

— 

V 12 

bd3 

12 

bd2 

6 

= .289d 

l/  12 

bd3 

3 

bd2  . 

3 

-^4=  = .577d 

V 3 

bd3  - bidi3 

12 

bd3  — bidi3 

6d 

1 bd3  - bidi3 
\ 12(bd-bidi) 

bW 

b2d2 

bd 

6 (b2  + d2) 

6 |/b2  + d2 

l/6  (b2  + d2) 

CAMBRIA  STEEL.  147 


PROPERTIES  OF  VARIOUS  SECTIONS. 


Moment  of  Inertia. 

I 

Section  Modulus. 

S = — 

XI 

Radius  of  Gyration. 

rr 

■■ 

(d2  cos2  a + b2  sin2  a) 

db  /d^cos^a  + b2sin2a\ 

6 \ dcosa  + bsina  / 

1 d2cos2a  + b2sin2a 

\ 12 

bd3 

36 

bd2 

24 

— ^ = .236d 

V 18 

bd3 

12 

bd2 

12 

= .408d 

V 6 

~ = .019d* 

64 

d 

4 

=.049(d<-dd) 

64 

77  (d4-dd)  (d4-dl4) 

32  d d 

l/d2+dl2 

4 

977-2^^4  007d^ 

v''9rr!:-64 

115277 

192  (377  - 4)  ^ ^ 

12^  • 

b2+4bbl  + bl2 

36(b  + br) 

b2  + 4bbi  + bi2 

12  (bi  + 2b) 

d /2(b2+4bbi+bi2) 

6(b+bi)\ 

148  CAMBBIA  STEEL. 


PROPERTIES  OF  VARIOUS  SECTIONS. 


Sections. 

Area  of  Section. 

A 

Distance  from  Neutral 
Axis  to  Extremities 
of  Section. 

X and  xi 

1 

1 

~ d2  tan.  30"  = .866d2 

d 

\ ] 

-|d2  tan.  30"=.866d2 

^ K'T'TJ 

^ 1 

N'_. 

‘ “ 2 cos  30° 

d J 

X, 

2d2  tan.  22^°  = .828  d2 

d 

*'=  2 

— 

= .785  bd 

4 

II 

t0|p. 

-n'xr 
f i55 

i.El 

_j: ' js'* 

t '-i-  i-i 

~\~hd 

td  + 2b'  (s  + n') 

d 

*‘=  2 

1 

— > 
“■/T" 

— t) 

t 

sU  — >;n 

W iff 

fe'i 

d ^ 

il<— 

X, 

A 

td  + 2b'  (s  + n') 

b 

“ = 2 

fd 
X,;  " 
-jJLAi. 

4r  J- 

-^1-  n' 

Hb>l 

td  + b'  (s  + n') 

d 

*‘=2 

■1-7^7 

Xil) 

"t- 

te%- 

d— 

td  + b'  (s  + n') 

x = [b2s  + ^ + -|(b-t)2 
(b  + 2t)  ] ^ A 

XI  = b — X 

CAMBRIA  STEEL.  149 


PROPERTIES  OF  VARIOUS  SECTIONS. 


Moment  of  Inertia. 

I 

Section  Modulus. 

S = — 

XI 

Radius  of  Gyration. 

Ard2  (l  + 2cos2  30°)1 

A rd('l+2cos230°^"I 

d /1  + 2cos230° 

12  L 4cos2  30°  -1 

= .06d* 

4cos30°\  3 

= .264d 

A rd2(l  + 2cos2  30°)-| 

12  L 4cos2  30®  J 

= .06d4 

A rd  (1  + 2cos2  30°)“| 

6 L 4 cos  30°  -I 

= .104d3 

d'  /l  + 2cos2  30° 

4 cos  30°  \ 3 

= .264d 

A rd2a  + 2cos2  22F)“] 
12  L 4cos2  22i°  J 

= .055d^ 

A rd  (l  + 2cos2  22i°)“| 

6 L 4cos22i°  J 

= .109d3 

d ll  + 2cos2  22i° 

4cos22i°\  3 

= .257d 

= .049bd3 

64 

^’=.098bd3 

d 

4 

21 

d 

j^[b5(d-h)  + ly 
+ -|  (b*  - t<)] 

21 

b 

'=Vi 

^[bd3-l(b.-w] 

21 

d 

[2sb3+lt3+-|(b*-t*)] 
- Ax3 

I 

b — X 

"VT 

CAMBRIA  STEEL.  151 


PROPERTIES  OF  VARIOUS  SECTIONS. 


Moment  of  Inertia. 

I 

Section  Modulus. 

S = — 

XI 

Radius  of  Gyration. 

bd3  - h3  (b  - t) 

bd3  — n3  (b  — t) 

1 bd3-h3(b-t) 

12 

6d 

\ 12[bd-h(b-t)] 

2sb3  + ht3 

12 

2sb3  + ht3 

6b 

I 2sb3  + ht3 

\ 12[bd-h(b-t)] 

bd3  - h3  (b  - t) 

bd3  — h3  (b  --  t) 

/ bd3-h3(b-t) 

12 

6d 

\ 12[bd-h(b-t)] 

2sb3  + ht3 

I 

b — X 

td3  + s3  (b  - t) 

td3  + S3  (b  - t) 

1 td3  + s3(b~t) 

12 

6d 

\ 'I2[td  + s(b-t)] 

tXl3  + bx3  — (b  — t)  (x  — s)3 

I 

1 tXl3  + bx3  — (b  — t)  (x— s)3 

\ 3(bs  + ht) 

3 

d — X 

bx3  + blXl3  — (b  — t)  (x  — s)3 

I 

d — X 

rbx3  + blXl3  — (b  — t)  (x  — s)3 

1 

CO 

L 3(bs  + ht  + bis) 

(bi-t)(x,-s)3T4 

3 

3(bs+ht+bis)  -I 

4bs3+hH3t+tO 

I 

d — X 

41 

152  CAMBKIA  STEEL. 


EXPLANATIONS  OF  THE  TABLES  OF  PROPERTIES 
OF  STANDARD  AND  SPECIAL  I-BEAMS,  STAND- 
ARD AND  SPECIAL  CHANNELS,  AND  STANDARD 
AND  SPECIAL  ANGLES  WITH  EQUAL  AND  UN- 
EQUAL LEGS. 

PROPERTIES  OF  I-BEAMS. 

Pages  158  to  161  inclusive. 

The  figures  or  values  in  the  various  columns  give  the  section 
numbers,  dimensions,  weights,  areas  and  properties  of  the  sec- 
tions as  noted  in  the  different  headings. 

The  columns  which  require  special  explanation  are  as  follows: 

Section  Modulus — Column  8. 

This  is  obtained  from  the  moment  of  inertia  in  column  7 by 
dividing  it  by  the  distance  from  the  neutral  axis  to  the  most 
remote  fibre,  which  in  this  case  is  one-half  the  depth  of  the  beam. 

Coefficients  of  Strength — Columns  13  and  14. 

The  coefficients  of  strength  F and  F'  have  been  computed  for 
fibre  stresses  of  16  000  and  12  500  pounds  per  square  inch  respect- 
ively, as  stated  in  the  headings  of  the  columns,  and  are  the  safe 
loads  in  pounds  uniformly  distributed,  including  its  own  weight, 
for  a beam  one  foot  long.  Thus  the  safe  load  for  any  span  may 
be  obtained  by  dividing  the  proper  coefficient  by  the  length  of 
the  span  in  feet. 

The  coefficients  of  strength  were  obtained  from  the  following 
formulae; 

F,=  |X  16  000  XS 
F'  = I X 12  500  X S 

in  which  S is  the  section  modulus. 


CAMBRIA  STEEL. 


153 


Coefficients  of  Deflection — Columns  15  and  16. 

The  Coefficients  of  Deflection  N and  N'  for  uniform  and  center 
loads,  respectively,  were  obtained  from  the  following  formulae: 


N = 


WP 

76.8EI 


N' 


PP 

48EI 


in  which 

P and  W = 1 000  pounds. 

1 = 12  inches. 

E = 29  000  000. 

I = moment  of  inertia  about  axis  1-1. 

These  coefficients  are,  therefore,  the  deflections  in  inches  of  a 
beam  one  foot  long  with  a load  of  1 000  pounds,  hence,  the  deflec- 
tion of  a beam  for  any  load  and  span  may  be  obtained  by  multi- 
plying the  proper  coefficient  by  the  cube  of  the  span  in  feet,  and 
by  the  number  of  1 000-pound  units  in  the  given  load. 

PROPERTIES  OF  STANDARD  AND  SPECIAL  CHANNELS. 

Pages  162  to  165  inclusive. 

The  various  columns  in  the  Tables  of  Properties  of  Standard 
Channels  are  similar  to  those  in  the  Tables  of  Properties  of 
I-Beams,  as  explained  above,  with  the  addition  of  column  11, 
which  gives  the  Section  Modulus  about  an  axis  through  the  center 
of  gravity  parallel  to  the  web,  and  column  13,  which  gives  the 
distance  of  the  center  of  gravity  from  the  outside  of  the  web. 

r 

In  this  case  the  Section  Modulus  S'  = — the  notation  being 

as  given  at  the  heads  of  the  columns. 


154  CAMBBIA  STEEL. 


PROPERTIES  OF  ANGLES. 

The  values  in  the  Tables  of  Properties  of  Standard  and  Special 
Angles,  with  Equal  Legs,  pages  166  to  171,  are  these  stated  in  the 
headings,  and  those  in  the  Tables  of  Properties  of  Standard  and 
Special  Angles,  with  Unequal  Legs,  on  pages  172  to  177,  are 
similar,  but  with  the  addition  of  values  for  I",  S"  and  r"  about 
the  inclined  axis  3-3,  the  position  of  which,  in  order  to  give  the 
minimum  values,  was  determined  by  the  formula  on  page  142 
or  the  value  of  the  tangent  of  2a.  After  determining  the  position 
of  the  inclined  axis,  the  properties  corresponding  thereto  were 
obtained  by  the  formula  on  page  142. 

MOMENTS  OF  INERTIA  OF  RECTANGLES. 

A Table  of  Moments  of  Inertia  of  Rectangles,  about  a trans- 
verse axis  through  the  center  of  gravity,  is  added  on  pages  178 
and  179  for  convenience  in  calculating  the  Moments  of  Inertia, 
Section  Moduli,  and  Radii  of  Gyration  for  compound  shapes  in 
which  plates  are  used. 

GENERAL  FORMULA  FOR  PROPERTIES  AND 
FLEXURE. 

Formulae  for  obtaining  the  Properties  of  Standard  Sections  are 
given  on  pages  142  and  143,  and  for  various  usual  sections  on 
pages  144  to  151  inclusive. 

General  formulae  for  Flexure  of  Beams,  Bending  Moments, 
and  Deflections  for  various  cases  of  loading  are  given  on  pages 
136  to  141  inclusive. 


CAMBRIA  STEEL.  155 

EXAMPLES  OF  APPLICATION  OF  THE  TABLES 
OF  PROPERTIES. 

Example  I. 

What  is  the  proper  size  of  I-Beam  to  carry  a load  of  35  000 
pounds  concentrated  at  the  center  of  a span  of  25  feet,  the  fibre 
stress  not  to  exceed  16  000  pounds  per  square  inch? 

In  the  Tables  of  Properties  of  Standard  I-Beams,  the  column 
headed  F gives  the  coefficient  of  strength  for  a uniform  load  cor- 
responding to  a fibre  stress  of  16  000  pounds  per  square  inch. 

The  coefficient  of  strength  for  a concentrated  load  at  the  center 
is  twice  that  for  the  same  load  uniformly  distributed,  hence  the 
coefficient  necessary  to  meet  the  conditions  is  35  000  X 25  X 2 
= 1750  000.  From  the  Table  of  Properties  of  Standard 
I-Beams,  page  161,  column  13,  the  coefficient  F for  a 24-inch 
80-pound  beam  is  found  to  be  1 855  310.  The  weight  of  the 
beam  itself  is  80  X 25  = 2000  pounds,  which  corresponds  to  a 
coefficient  of  2000  X 25  = 50  000,  which  deducted  from  1 855  310 
gives  a net  coefficient  of  1 805  310.  A 24-inch  beam  weighing 
80  pounds  per  foot  is,  therefore,  the  proper  size. 

Example  II. 

What  is  the  deflection  of  the  beam  in  the  preceding  example 
under  the  given  load? 

In  the  Table  of  Properties  of  Standard  I-Beams,  pages  158  to 
161  inclusive,  the  coefficient  of  deflection  for  beams  with  center 
loads  is  given  in  column  16.  To  obtain  the  required  deflection  it 
is  only  necessary  to  multiply  the  coefficient  by  the  cube  of  the  span 
and  the  number  of  1 000  pounds  units  contained  in  the  load. 

Thus  for  the  given  example  the  deflection  in  inches  = 

.0000006  X 253  X = .328  inch. 

1 000 


156 


CAMBRIA  STEEL. 


Example  III. 

What  is  the  safe  load  uniformly  distributed  that  can  be  placed 
on  an  8-inch  standard  channel  weighing  11.25  pounds  per  foot, 
with  a clear  span  of  15  feet  for  a maximum  fibre  stress  of  12  500 
pounds  per  square  inch,  the  web  to  be  placed  vertically? 

From  the  Table  of  Properties  of  Standard  Channels,  page  163, 
column  16,  the  coefficient  of  strength  F'  for  the  given  channel 
under  the  conditions  named,  is  found  to  be  67  300.  Hence,  the 
total  load  may  be  67  300 -i- 15  = 4487  pounds,  and,  as  the  channel 
itself  weighs  169  pounds,  the  net  superimposed  load  which  it  can 
safely  carry  under  the  given  conditions  is  4318  pounds. 


Example  IV. 


What  is  the  fibre  stress  in  a 5"  x 3"  angle  weighing  8.2  pounds 
per  foot  if  loaded  at  the  center  with  a weight  of  1500  pounds,  used 
as  a beam  with  a span  of  6 feet,  the  5-inch  leg  to  be  placed  verti- 
cally? 

The  bending  moment  at  the  center  will  be 


Wil  W2I  _ 1 500  X 72  8.2  X 6 X 72 

4 8 4 8 


= 27  443  inch  pounds. 


Referring  to  the  Table  of  Properties  of  Standard  Angles, 
Unequal  Legs,  on  page  175,  the  Section  Modulus  for  this  angle, 
corresponding  to  the  axis  2 — 2,  is  found  to  be  1.89. 

The  maximum  fibre  stress  is  obtained  by  dividing  the  bending 


moment  by  the  section  modulus,  thus : 


= 14  520,  which  is 

1.89 


the  maximum  fibre  stress  in  pounds  per  square  inch  at  the  point 
most  remote  from  the  neutral  axis,  which  in  this  case  is  the 
extremity  of  the  longer  leg  of  the  angle. 

The  second  term  in  the  above  expression  for  the  bending 
moment  is  that  due  to  the  weight  of  the  angle  itself  and  is  incon- 
siderable, so  that  in  practice  it  might  be  neglected  for  short  spans, 
but  should  be  taken  into  consideration  for  the  longer  ones. 


CAMBRIA  STEEL.  157 


PROPERTIES  OP  COMPOUND  SHAPES. 

The  moments  of  inertia,  section  moduli,  and  radii  of  gyration 
of  compound  sections  used  as  beams  or  columns,  composed  of 
plates  and  angles,  channels,  beams,  or  any  combination  of  these, 
may  be  obtained  with  the  aid  of  the  Tables  of  Properties  as 
follows: 

The  first  step  is  to  find  the  center  of  gravity  of  the  proposed 
section,  which  in  the  case  of  symmetrical  sections  is  at  the  center 
of  the  figure. 

For  unsymmetrical  sections  the  position  of  the  center  of 
gravity  may  be  determined  by  multiplying  the  areas  of  the 
component  parts  by  the  distances  of  their  centers  of  gravity 
from  any  convenient  line,  taken  as  an  axis,  and  dividing  the  sum 
of  these  products  by  the  sum  of  the  areas,  which  will  give  the 
distance  of  the  center  of  gravity  of  the  compound  section  from 
the  assumed  axis. 

The  position  of  the  center  of  gravity  for  all  sizes  of  angles 
and  channels,  is  given  in  the  Tables  of  Properties  for  these 
shapes,  and  is  given  for  various  geometrical  sections  on  pages 
144  to  151  inclusive,  in  connection  with  their  other  properties. 

After  determining  the  position  of  the  center  of  gravity  of  a 
compound  section,  as  explained  above,  the  moment  of  inertia 
about  an  axis  through  its  center  of  gravity  may  be  found  by 
taking  the  sum  of  the  moments  of  inertia  of  each  component 
part  about  an  axis  through  its  own  center  of  gravity,  parallel  to 
the  axis  of  the  compound  section,  and  adding  thereto  the  sum 
of  products  obtained  by  multiplying  the  area  of  each  component 
part  by  the  square  of  the  distance  of  its  center  of  gravity  from 
the  axis  of  the  compound  section. 

Having  thus  obtained  the  moment  of  inertia  of  the  compound 
section,  the  section  modulus  may  be  obtained  by  dividing  this 
moment  of  inertia  by  the  distance  from  the  neutral  axis  to  the 
most  remote  extremity  of  the  section. 

The  square  of  the  radius  of  gyration  for  the  compound  section 
may  be  obtained  by  dividing  the  moment  of  inertia  by  the  total 
area. 

The  moment  of  inertia  of  a compound  section  about  any  axis 
other  than  that  through  its  center  of  gravity  may  be  found  in  a 
manner  similar  to  that  above  described. 


168  CAMBRIA  STEEL. 


PROPERTIES  OF  STANDARD  I-BEAMS. 


A 

;t  / 

T 

' < 

6 

1 

1 \ 

u 

< 

1 \ 
3 

A 

►1 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

Radius 

Radius 

Depth 

Weight 

Area 

Thick- 

Width 

Moment 

Section 

of 

Gyra- 

tion 

Moment 

of 

of 

Gyra- 

tion 

Section 

of 

Beam. 

per 

of 

ness  of 

of 

of  Inertia 

Modulus 

Inertia 

Foot 

Section. 

Web. 

Flange. 

Axis  1-t 

Axis  1-1. 

Axis 

Axis  2-2. 

Axis 

Number. 

1-1. 

2-2. 

d 

A 

t 

b 

1 

S 

r 

I' 

r' 

Inches. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches. 

Inches* 

Inches.3 

Inches. 

Inches.* 

Inch. 

B 6 

3 

5.50 

1.63 

.17 

2.33 

2.5 

1.7 

1.23 

.46 

.53 

6.50 

1.91 

.26 

2.42 

2.7 

1.8 

1.19 

.53 

.52 

** 

7.50 

2.21 

.36 

2.52 

2.9 

1.9 

1.15 

.60 

.52 

B 9 

4 

7.50 

2.21 

.19 

2.66 

6.0 

3.0 

1.64 

.77 

.59 

(< 

tt 

8.50 

2.50 

.26 

2.73 

6.4 

3.2 

1.59 

.85 

.58 

** 

9.50 

2.79 

.34 

2.81 

6.7 

3.4 

1.54 

.93 

.58 

10.50 

3.09 

.41 

2.88 

7.1 

3.6 

1.52 

1.01 

.57 

B13 

6 

9.75 

2.87 

.21 

3.00 

12.1 

4.8 

2.05 

1.23 

.65 

ti 

tt 

12.25 

3.60 

.36 

3.15 

13.6 

5.4 

1.94 

1.45 

.63 

** 

tt 

14.75 

4.34 

.50 

3.29 

15.1 

6.1 

1.87 

1.70 

.63 

B17 

6 

12.25 

3.61 

.23 

3.33 

21.8 

7.3 

2.46 

1.85 

.72 

it 

tt 

14.75 

4.34 

.35 

3.45 

24.0 

8.0 

2.35 

2.09 

.69 

it 

tt 

17.25 

5.07 

.47 

3.57 

26.2 

8.7 

2.27 

2.36 

.68 

B21 

ti 

7 

15.00 

4.42 

.25 

3.66 

36.2 

10.4 

2.86 

2.67 

.78 

“ 

17.50 

5.15 

.35 

3.76 

39.2 

11.2 

2.76 

2.94 

.76 

tt 

20.00 

5.88 

.46 

3.87 

42.2 

12.1 

2.68 

3.24 

.74 

B25 

it 

8 

18.00 

5.33 

.27 

4.00 

56.9 

14.2 

3.27 

3.78 

.84 

20.25 

5.96 

.35 

4.08 

60.2 

15.0 

3.18 

4.04 

.82 

tt 

tt 

22.75 

6.69 

.44 

4.17 

64.1 

16.0 

3.10 

4.36 

.81 

** 

tt 

25.25 

7.43 

.53 

4.26 

68.0 

17.0 

3.03 

4.71 

.80 

B29 

9 

21.00 

6.31 

.29 

4.33 

84.9 

18.9 

3.67 

5.16 

.90 

25.00 

7.35 

.41 

4.45 

91.9 

20.4 

3.54 

5.65 

.88 

(< 

(( 

30.00 

8.82 

.57 

4.61 

101.9 

22.6 

3.40 

6.42 

.85 

** 

tt 

35.00 

10.29 

.73 

4.77. 

111.8 

24.8 

3.30 

7.31 

.84 

B33 

10 

tt 

25.00 

7.37 

.31 

4.66 

122.1 

24.4 

4.07 

6.89 

.97 

“ 

30.00 

8.82 

.45 

4.80 

134.2 

26.8 

3.90 

7.65 

.93 

tt 

tt 

35.00 

10.29 

.60 

4.95 

146.4 

29.3 

3.77 

8.52 

.91 

it 

(( 

40.00 

11.76 

.75 

5.10 

158.7 

31.7 

3.67 

9.50 

.90 

B41 

tt 

12 

tt 

31.50 

9.26 

.35 

5.00 

215.8 

36.0 

4.83 

9.50 

1.01 

35.00 

10.29 

.44 

5.09 

228.3 

38.0 

4.71 

10.07 

.99 

i t 

40.00 

11.76 

.56 

5.21 

245.9 

41.0 

4.57. 

mas. 

^.a 

B53 

15 

42.00 

12.48 

.41 

5.50 

441.8 

58.9 

5.95 

14.62 

1.08 

<( 

45.00 

13.24 

.46 

5.55 

455.8 

60.8 

5.87 

15.09 

107 

a 

<< 

50.00 

14.71 

.56 

5.65 

483.4 

645 

5.73 

16.04 

** 

tt 

55.00 

16.18 

.66 

5.75 

511.0 

68.1 

5.62 

17.06 

1.03 

tt 

tt 

60  00 

17.65 

.75 

5.84 

538.6 

71.8 

5.52 

18.17 

1.01 

CAMBKIA  STEEL.  159 


PROPERTIES  OF  STANDARD  I-BEAMS. 


‘ /I 

T 

! < 

a 

< 

f 

...d- 

. ■ ^ 

1 

H 

i 

12 

18 

14 

15  1 

16 

1 

Increase  of 

Coefficient  of  Strength. 

Coefficient  of  Deflection. 

Thickness 
of  Web  for 
each  Ponnd 
Increase 
in  Weight. 

For  Fibre  Stress 
of  16  000  Pounds 
per  Square  Inch 
for  Buildings. 

For  Fibre  Stress 
of  12500  Pounds 
per  Scmare  Inch 
for  Bridges. 

Uniform 

Load. 

Center 

Load. 

Section 

Number. 

f 

F 

F' 

N 

N' 

.098 

17650 

19140 

20710 

13790 

14950 

16180 

.00031253 

.00028827 

.00026644 

.00050006 

.00046124 

.00042630 

B 5 

ii 

a 

.074 

81810 

33890 

35980 

88070 

24850 

26480 

28110 

29750 

.00013009 

.00012209 

.00011500 

.00010868 

.00020815 

.00019535 

.00018400 

.00017389 

B 9 

ii 

ii 

.059 

51590 

58100 

64630 

40300 

45390 

50490 

.00006417 

.00005698 

.00005122 

.00010267 

.00009117 

.00008195 

B13 

it 

it 

.049 

77460 

85270 

93110 

60520 

66610 

72740 

.00003561 

.00003235 

.00002963 

.00005698 

.00005177 

.00004741 

B17 

■it 

.042 

110410 

119400 

128560 

86260 

93290 

100430 

.00002142 

.00001980 

.00001839 

.00003427 

.00003168 

.00002943 

B21 

ii 

ii 

.037 

151660 

160510 

170970 

181430 

118490 

125400 

133570 

141740 

.00001364 

.00001289 

.00001210 

.00001140 

.00002183 

.00002062 

.00001936 

.00001825 

B25 

it 

it 

.083 

201300 

217930 

241460 

264990 

157260 

170260 

188640 

207020 

.00000914 

.00000844 

.00000762 

.00000694 

.00001462 

.00001350 

.00001219 

.00001110 

B29 

ii 

ii 

.029 

260470 

286250 

312390 

338530 

203500 

223630 

244050 

264480 

.00000635 

.00000578 

.00000530 

.00000489 

.00001017 

.00000925 

.00000848 

.00000782 

B33 

ii 

ii 

.025 

383670 

405800 

437170 

299740 

317030 

341540 

.00000360 

.00000340 

.00000316 

.00000575 

.00000544 

.00000505 

B41 

i i 

ii 

.020 

628270 

648310 

687530 

726740 

765960 

490840 

506490 

537130 

567770 

598410 

.00000176 

.00000170 

.00000161 

.00000152 

.00000144 

.00000281 

.00000272 

.00000257 

.00000243 

.00000231 

B53 

ii 

ii 

160 

CAMBRIA 

STEEL. 

PROPERTIES  OF  STANDARD  I-BEAMS. 

1 

|t  / 

j -** 

i 

1 

' \ 

a- 

» 

1 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

Radius 

Radius 

Depth 

Weight 

Area 

Thick- 

Width 

Moment 

Section 

of 

Gvra- 

Moment 

of 

of 

Gyra- 

Section 

of 

per 

of 

ness  of 

of 

of  Inertia 

Modulus 

Ujfia 

tion 

Inertia 

tion 

Beam. 

Foot. 

Section. 

Web. 

Flange. 

Axis  1-1. 

Axis  1-1. 

Axis 

Axis  2-2. 

Axis 

Number. 

' 1-1. 

2-2. 

d 

A 

t 

b 

I 

S 

r 

r 

r' 

Inches. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches. 

Inches.* 

Inches.3 

Inches. 

Inches.* 

Inch. 

B 65 

18 

1 1 

55.0 

15.93 

.46 

6.00 

795.6 

88.4 

7.07 

21.19 

1.15 

(( 

60.0 

17.65 

.56 

6.10 

841.8 

93.5 

6.91 

22.38 

1.13 

ii 

<( 

65.0 

19.12 

.64 

6.18 

881.5 

97.9 

6.79 

23.47 

1.11 

“ 

II 

70.0 

20.59 

.72 

6.26 

921.2 

102.4 

6.69 

24.62 

1.09 

B 73 

20 

<( 

65.0 

19.08 

.50 

6.25 

1169.5 

117.0 

7.83 

27.86 

1.21 

II 

70.0 

20.59 

.58 

6.33 

1219.8 

122.0 

7.70 

29.04 

1.19 

75.0 

22.06 

.65 

6.40 

1268.8 

126.9 

7.58 

30.25 

1.17 

B 89 

24 

80.0 

23.32 

.50 

7.00 

2087.2 

173.9 

9.46 

42.86 

1.36 

II 

(1 

85.0 

25.00 

.57 

7.07 

2167.8 

180.7 

9.31 

44.35 

1.33 

(( 

90.0 

26.47 

.63 

7.13 

2238.4 

186.5 

9.20 

45.70 

1.31 

II 

II 

95.0 

27.94 

.69 

7.19 

2309.0 

192.4 

9.09 

47.10 

1.30 

II 

II 

100.0 

29.41 

.75 

7.25 

2379.6 

198.3 

8.99 

48.55 

1.28 

PROPERTIES  OF 

SPECIAL 

I-BEAMS 

• 

Blp5 

12 

II 

40X) 

11.84 

.46 

5.25 

268.9 

44.8 

4.77 

13.81 

1.08 

45.0 

13.24 

.58 

5.37 

285.7 

47.6 

4.65 

14.89 

1.06 

1 1 

II 

50.0 

14.71 

.70 

5.49 

303.4, 

50.6 

4.54 

16.12 

1.05 

II 

** 

55.0 

16.18 

.82 

5.61 

321.0 

53.5 

4.45 

17.46 

1.04 

B109 

15 

60.0 

17.67 

.59 

6.00 

609.0 

81.2 

5.87 

25.96 

1.21 

II 

II 

65.0 

19.12 

.69 

6.10 

636.1 

84.8 

5.77 

27.42 

1.20 

II 

II 

70.0 

20.59 

.78 

6.19 

663.7 

88.5 

5.68 

29.00 

1.19 

II 

II 

75.0 

22.06 

.88 

6.29 

691.2 

92.2 

5.60 

30.68 

1.18 

II 

II 

80.0 

23.53 

.98 

6.39 

718.8 

95.8 

5.53 

32.46 

1.17 

B113 

1 1 

15 

80.0 

23.57 

.80 

6.40 

789.1 

105.2 

5.79 

41.31 

1.32 

“ 

85.0 

25.00 

.90 

6.50 

815.9 

108.8 

5.71 

43.46 

1.32 

II 

“ 

90.0 

26.47 

.99 

6.59 

843.4 

112.5 

5.64 

45.79 

1.32 

II 

II 

95.0 

27.94 

1.09 

6.69 

871.0 

116.1 

5.58 

48.25 

1.31 

II 

“ 

100.0 

29.41 

1.19 

6.79 

898.6 

119.8 

5.53 

50.84 

1.31 

B121 

20 

80.0 

23.73 

.60 

7.00 

1466.3 

146.6 

7.86 

45.81 

1.39 

( < 

85.0 

25.00 

.66 

7.06 

1508.5 

150.9 

7.77 

47.25 

1.37 

(( 

90.0 

26.47 

.74 

7.14 

1557.5 

155.8 

7.67 

48.98 

1.36 

(( 

II 

95.0 

27.94 

.81 

7.21 

1606.6 

160.7 

7.58 

50.78 

1.35 

II 

100.0 

29.41 

.88 

7.28 

1655.6 

165.6 

7.50 

52.65 

1.34 

CAMBRIA  STEEIi.  161 


PROPERTIES  OF  STANDARD  I-BEAMS. 


it  /i 

T 

! ( 

r 

” — H 

i 

1 

1 

12 

13 

14 

15 

1 16 

1 

Increase  of 

Coefficient  of  Strength. 

Coefficient  of  Deflection. 

Thickness 
of  Web  for 

fta  r.h  PrniTiH 

For  Fibre  Stress 
of  16  000  Pounds 

For  Fibre  Stress 
of  12500  Pounds 

Uniform 

Center 

Section 

Increase 
in  Weight. 

per  Square  Inch 
for  Buildings. 

per  Square  Inch 
for  Bridges. 

Load. 

Load. 

Number. 

f 

F 

F' 

N 

N' 

.016 

942880 

736620 

.00000098 

.00000156 

B 65 

997680 

779440 

.00000092 

.00000148 

<( 

1044740 

816200 

.00000088 

.00000141 

(( 

1091800 

852970 

.00000084 

.00000135 

(( 

.015 

1247490 

974600 

.00000066 

.00000106 

B 73 

a 

1301110 

1016490 

.00000064 

.00000102 

1353400 

1057340 

.00000061 

.00000098 

.0128 

1855310 

1449460 

.00000037 

.00000060 

B 89 
(( 

1926950 

1505430 

.00000036 

.00000057 

1989700 

1554450 

.00000035 

.00000056 

<< 

2052440 

1603470 

.00000034 

.00000054 

n 

2115190 

1652490 

.00000033 

.00000052 

PROPERTIES  OP 

SPECIAL  I-BEAMS. 

.026 

478130 

873540 

.00000288 

.00000462 

B105 

507930 

396820 

.00000272 

.00000435 

(( 

539300 

421320 

.00000256 

.00000409 

it 

570670 

445830 

.00000242 

.00000387 

** 

.020 

866130 

676670 

.00000127 

.00000204 

Bip9 

904660 

706770 

.00000122 

.00000195 

943870 

737400 

.00000117 

.00000187 

983090 

768040 

.00000112 

.00000180 

<< 

1022800 

798670 

.00000108 

.00000173 

it 

.020 

1122290 

876790 

.00000098 

.00000157 

B113 

1160340 

906520 

.00000095 

.00000152 

tt 

1199550 

937150 

.00000092 

.00000147 

1238770 

967790 

.00000089 

.00000143 

$€ 

1277980 

998420 

.00000086 

.00000138 

.015 

1564060 

1221920 

.00000053 

.00000085 

B121 

1609100 

1257110 

.00000051 

.00000082 

“ 

1661390 

1297960 

.00000050 

.00000080 

it 

1713670 

1338810 

.00000048 

.00000077 

a 

1765960 

1879660 

.00000047 

.00000075 

162  CAMBRIA  STEEL. 


PROPERTIES  OF  STANDARD  CHANNELS. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

Section 

Num- 

Depth 

of 

Chan- 

nel. 

Weight 

per 

foot. 

Area 

of 

Section. 

Thick- 
ness of 
Web. 

Width 

of 

Flange. 

Moment 

of 

Inertia 
Axis  1-1. 

Section 

Mod- 

ulus 

Axis 

1-1. 

Badius 

of 

Gyra- 

tion 

Axis 

1-1. 

Moment 

of 

Inertia 
Axis  2-2. 

Section 

Mod- 

ulus 

Axis 

2-2. 

Radius 

of 

Gyra- 

tion 

Axis 

2-2. 

ber. 

d 

A 

t 

b 

I 

S 

r 

I' 

S' 

r' 

Inches. 

Pounds. 

Sq,  Ins. 

Inch. 

Inches. 

Inches.4 

Ins3 

Inches. 

Inches.^ 

Ins3 

Inch. 

C 5 

3 

4.00 

1.19 

.17 

1.41 

1.6 

1.1 

1.17 

.20 

.21 

.41 

“ 

it 

5.00 

1.47 

.26 

1.50 

1.8 

1.2 

1.12 

.25 

.24 

.41 

<< 

** 

6.00 

1.76 

.36 

1.60 

2.1 

1.4 

1.08 

.31 

.27 

.42 

C 9 

4 

5.25 

1.55 

.18 

1.58 

3.8 

1.9 

1.56 

.32 

.29 

.45 

“ 

6.25 

1.84 

.25 

1.65 

4.2 

2.1 

1.51 

.38 

.32 

.45 

tt 

it 

7.25 

2.13 

.33 

1.73 

4.6 

2.3 

1.46 

.44 

.35 

.46 

C13 

5 

6.50 

1.95 

.19 

1.75 

7.4 

3.0 

1.95 

.48 

.38 

.50 

“ 

9.00 

2.65 

.33 

1.89 

8.9 

3.5 

1.83 

.64 

.45 

.49 

ti 

11.50 

3.38 

.48 

2.04 

10.4 

4.2 

1.75 

.82 

.54 

.49 

C17 

a 

6 

8.00 

2.38 

.20 

1.92 

13.0 

4.3 

2.34 

.70 

.50 

.54 

(( 

10.50 

3.09 

.32 

2.04 

15.1 

5.0 

2.21 

.88 

.57 

.53 

it 

it 

13.00 

3.82 

.44 

2.16 

17.3 

5.8 

2.13 

1.07 

.65 

.53 

it 

it 

15.50 

4,56 

.56 

2.28 

19.5 

6.5 

2.07 

1.28 

.74 

.53 

C21 

7 

9.75 

2.85 

.21 

2.09 

21.1 

6.0 

2.72 

.98 

.63 

.59 

“ 

“ 

12.25 

3,60 

.32 

2.20 

24.2 

6.9 

2.59 

1.19 

.71 

.57 

“ 

it 

14.75 

4.34 

.42 

2.30 

27.2 

7.8 

2.50 

1.40 

.79 

.57 

<( 

it 

17.25 

5.07 

.53 

2.41 

30.2 

8.6 

2.44 

1.62 

.87 

.56 

“ 

19.75 

5.81 

.63 

2.51 

33.2 

9.5 

2.39 

1.85 

.96 

.56 

C25 

8 

11.25 

3.35 

.22 

2.26 

32.3 

8.1 

3.10 

1.33 

.79 

.63 

“ 

“ 

13.75 

4.04 

.31 

2.35 

36.0 

9.0 

2.98 

1.55 

.87 

.62 

it 

“ 

16.25 

4.78 

.40 

2.44 

39.9 

10.0 

2.89 

1.78 

.95 

.61 

“ 

tt 

18.75 

5.51 

.49 

2.53 

43.8 

11.0 

2.82 

2.01 

1.02 

.60 

it 

21.25 

6.25 

.58 

2.62 

47.8 

11.9 

2.76 

2.25 

1.11 

.60 

C29 
( ( 

9 

13.25 

3.89 

.23 

2.43 

47.3 

10.5 

3.49 

1.77 

.97 

.67 

tt 

15.00 

4.41 

.29 

2.49 

50.9 

11.3 

3.40 

1.95 

1.03 

.66 

it 

tt 

20.00 

5.88 

.45 

2.65 

60.8 

13.5 

3.21 

2.45 

1.19 

.65 

it 

tt 

25.00 

7.35 

.61 

2.81 

70.7 

15.7 

3.10 

2.98 

1.36 

.64 

C33 

10 

15.00 

4.46 

.24 

2.60 

66.9 

13.4 

3.87 

2.30 

1.17 

.72 

“ 

it 

20.00 

5.88 

.38^ 

2.74 

78.7 

15.7 

3.66 

2.85 

1.34 

.70 

it 

25.00 

7.35 

.53 

2.89 

91.0 

18.2 

3.52 

3.40 

1.50 

.68 

it 

it 

30.00 

8.82 

.68 

3.04 

103.2 

20.6 

3.42 

3.99 

1.67 

.67 

it 

it 

35.00 

10.29 

.82 

3.18 

115.5 

23.1 

3.35 

4.66 

1.87 

.67 

C41 

12 

20.50 

6.03 

.28 

2.94 

128.1 

21.4 

4.61 

3.91 

1.75 

.81 

tt 

25.00 

7.35 

.39 

3.05 

144.0 

24.0 

4.43 

4.53 

1.91 

.78 

“ 

tt 

30.00 

8.82 

.51 

3.17 

161.6 

26.9 

4.28 

5.21 

2.09 

.77 

(< 

tt 

35.00 

10.29 

.64 

3.30 

179.3 

29.9 

4.17 

5.90 

2.27 

.76 

“ 

tt 

40.00 

11.76 

.76 

3.42 

196.9 

32.8 

4.09 

6.63 

2.46 

.75 

C53 

15 

33.00 

9.90 

.40 

3.40 

312.6 

41.7 

5.62 

8.23 

3.16 

.91 

1 1 

35.00 

10.29 

.43 

3.43 

319.9 

42.7 

5.57 

8.48 

3.22 

.91 

it 

it 

40.00 

11.76 

.52 

3.52 

347.5 

46.3 

5.44 

9.39 

3.43 

.89 

“ 

it 

45.00 

13.24 

.62 

3.62 

375.1 

50.0 

5.32 

10.29 

3.63 

.88 

a 

it 

50,00 

14.71 

.72 

3.72 

402.7 

53.7 

5.23 

11.22 

3.85 

.87 

a 

55.00 

16.18 

.82 

3.82 

430.2 

57.4 

5.16 

12.19 

4.07 

.87 

CAMBRIA  STEEL. 


163 


PROPERTIES  OF  STANDARD  CHANNELS. 


13 

14 

15 

16 

17 

! 18 

1 

Distance 
of  Center 

Increase  of 
Thickness  of 

Coef.  of  Strength. 

Coef.  of  Deflection. 

of  Gravity 

Web  for 

Fibre  Stress 

Fibre  Stress 

Uniform 

Center 

from 

each  Pound 

16000  Pounds 

12500  Pounds 

Section 

Outside  of 

Increase 

per  Sq.  Inch 

per  Sq.Inch 

Load. 

Load. 

Web. 

in  Weight. 

for  Buildings. 

for  Bridges. 

Number. 

X 

f 

F 

F' 

N 

N' 

Inch. 

Inches. 

.44 

.098 

11630 

9090 

.0004743 

.0007589 

C 5 

1 1 

.44 

13140 

10270 

.0004199 

.0006718 

.46 

14710 

11490 

.0003751 

.0006001 

ii 

.46 

.074 

20230 

15800 

.0002046 

.0003273 

C 9 

.46 

22270 

17400 

.0001858 

.0002973 

.46 

24360 

19030 

.0001698 

.0002717 

ti 

.49 

.059 

31640 

24720 

.0001046 

.0001674 

C13 

.48 

37860 

29570 

.0000875 

.0001399 

.51 

44390 

34680 

.0000746 

.0001193 

<< 

.52 

.049 

46210 

36100 

.0000597 

.0000855 

C17 

.50 

53750 

42000 

.0000513 

.0000821 

.52 

. 61600 

48120 

.0000448 

.0000717 

.55 

^69440 

54250 

.0000397 

.0000636 

(( 

.55 

.042 

64270 

50210 

.0000368 

.0000588 

C21 

.53 

73650 

57540 

.0000321 

.0000514 

.53 

82740 

! 64690 

.0000286 

.0000457 

(( 

.55 

91950 

71840 

.0000257 

.0000411 

“ 

.58 

101100 

78990 

.0000234 

.0000374 

(( 

.58 

.037 

86140 

67300 

.0000240 

.0000384 

C25 

ii 

.56 

95990 

75000 

.0000216 

.0000345 

.56 

106450 

83170 

.0000194 

.0000311 

ii 

.57 

1169^10 

91340 

.0000177 

.0000283 

i i 

.59 

127370 

99510 

.0000162 

.0000260 

ii 

.61 

.033 

112170 

87630 

.0000164 

.0000262 

C29 

.59 

120540 

94170 

.0000153 

.0000244 

.58 

144070 

112550 

.0000128 

.0000204 

ii 

.62 

167590 

130930 

.0000110 

.0000176 

.64 

.029 

142680 

111470 

.0000116 

.0000186 

C33 

.61 

167940 

131210 

.0000099 

.0000158 

ii 

.62 

194090 

151630 

.0000085 

.0000136 

.65 

220230 

172060 

.0000075 

.0000120 

it 

.69 

246380 

192480 

.0000067 

.0000107 

.70 

.025 

227750 

177930 

.0000061 

.0000097 

C41 

.68 

256000 

200000 

.0000054 

.0000086 

.68 

287370 

224510 

.0000048 

.0000077 

ii 

.69 

318750 

249020 

.0000043 

.0000069 

ii 

.72 

350120 

273530 

.0000039 

.0000063 

it 

.79 

.020 

444520 

347280 

.0000025 

.0000040 

C53 
( ( 

.79 

455030 

355500 

.0000024 

.0000039 

.78 

494250 

386130 

.0000022 

.0000036 

.79 

533470 

416770 

.0000021 

.0000033 

** 

.80 

572680 

447410 

.0000019 

.0000031 

ft 

.82 

611900 

478050 

.0000018 

.0000029 

ti 

164  CAMBRIA  STEEL. 


PROPERTIES  OF  SPECIAL  CHANNELS. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

'i 

*8 

*s 

Moment 

Section 

Radius 

of 

Moment 

Section 

W’gbt 

Area 

Width 

CD  S 
g ho 

of 

Mod- 

Gyra- 

of 

Mod- 

Section 

*0 

per 

of 

fl  ® 

of 

0 

Inertia 

ulus 

tion 

Inertia 

ulus 

Foot. 

Section. 

Flange. 

S. 

Axis  1-1. 

Axis 

AtIs 

Axis  2-2. 

Axis 

Number. 

o 

E-< 

E-< 

1-1. 

1-1. 

2-2. 

d 

A 

t 

b 

s 

e 

1 

S 

r 

I' 

Ins. 

Lbs. 

Sq.Ins. 

Inch. 

Inches. 

Inch. 

Inches.^ 

Ins.3 

Inches. 

Inches.4 

Ins.3 

C 86 

6 

15.2 

4.46 

.35 

3.50 

.34 

.02 

25.0 

8.3 

2.37 

5.19 

2.14 

C 88 

6 

19.0 

5.58 

.41 

3.56 

.46 

.02 

31.1 

10.4 

2.36 

6.79 

2.85 

ii 

6 

21.6 

6.36 

.54 

3.69 

II 

II 

33.4 

11.1 

2.29 

7.85 

3.10 

C 89 

7 

20.9 

6.15 

.45 

3.45 

.48 

.02 

44.6 

12.7 

2.69 

6.74 

2.81 

ClOl 

8 

21.5 

6.30 

.40 

3.50 

.48 

.02 

60.7 

15.2 

3.01 

7.20 

2.94 

C103 

8 

23.8 

7.00 

.50 

3.50 

.48 

.02 

63.6 

15.7 

3.01 

7.42 

2.96 

C 90 

10 

21.7 

6.38 

.38 

3.38 

.41 

.02 

91.3 

18.3 

3.78 

6.22 

2.48 

C 92 

10 

27.2 

8.00 

.54 

3.50 

.41 

.02 

104.6 

20.9 

3.62 

7.20 

2.70 

C 95 

13 

32.0 

9.30 

.38 

4.00 

.34 

.15 

237.5 

36.5 

5.05 

11.54 

3.86 

It 

It 

35.0 

10.29 

.45 

4.08 

“ 

“ 

251.5 

38.7 

4.94 

12.54 

4.06 

It 

It 

37.0 

10.88 

.50 

4.12 

<1 

It 

259.8 

40.0 

4.89 

13.10 

4.17 

It 

40.0 

11.76 

.56 

4.19 

“ 

“ 

272.2 

41.9 

4.81 

13.94 

4.33 

It 

<1 

45.0 

13.24 

.68 

4.30 

“ 

It 

292.9 

45.1 

4.70 

15.32 

4.59 

“ 

50.0 

14.71 

.79 

4.42 

It 

It 

313.7 

48.3 

4.62 

16.71 

4.86 

It 

55.0|16.18 

.90 

4.53 

It 

It 

334.4 

51.4 

4.55 

18.14 

5.14 

C 65 

18 

45.01 13.25 

.47 

3.77 

.45 

.17 

584.3 

64.9 

6.64 

12.89 

4.40 

It 

(( 

50.0  14.71 

.55 

3.85 

11 

It 

623.1 

69.2 

6.51 

13.90 

4.61 

It 

** 

55.0|16.18 

.63 

3.93 

** 

“ 

662.0 

73.6 

6.40 

14.93 

4.82 

It 

It 

6O.01 17.65 

.72 

4.02 

It 

It 

703.3 

78.1 

6.31 

15.96 

5.03 

PROPERTIES  OF  BULB  BEAMS. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

Section 

Number. 

Depth 

of 

Beam. 

Weight 

j)er 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Moment  of 
Inertia 
Axis  1-1. 

Section 
Modulus 
Axis  1-1. 

Radius 
of  Gyration 
Axis  1-1. 

d 

A 

t 

b 

1 

S 

r 

Inches. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches. 

Inches.* 

Inches.3 

Inches. 

B173 

It 

It 

6 

ii 

ii 

14.0 

15.3 

18.4 

4.11 

4.48 

5.42 

4H 

4^ 

4H 

21.52 

22.73 

25.72 

6.12 
6.55 
' 7.59 

2.29 

2.25 

2.18 

CAMBRIA  STEEL.  165 


PROPERTIES  OF  SPECIAL  CHANNELS. 


14 

15 

16 

17 

18 

19  1 

1 20 

1 

Radius 

of 

Gyration 
Axis  2-2. 

Distance 
of  Center 
of  Gravity 
from 
Outside 
of  Web. 

Increase  of 
Thickness 
of  Web  for 
each  Lb. 
Increase 
inWeight. 

Coef.  of  Strengrth. 

Coef.  of  Deflection. 

Section 

Number. 

Fibre  Stress 
16000  Lbs. 
per  Sq.  Inch 
for 

Buildings. 

Fibre  Stress 
12.500  Lbs. 
per  Sq.  Inch 
for 

Bridges. 

Uniform 

Load. 

Center 

Load. 

r' 

X 

f 

P 

F' 

N 

N' 

Inch. 

Inch. 

Inch. 

1.08 

1.08 

.049 

88920 

69470 

.0000310 

.0000496 

C 86 

1.10 

1.18 

.049 

110450 

86290 

.0000250 

.0000400 

C 88 

1.11 

1.16 

n 

118770 

92790 

.0000232 

.0000372 

< i 

1.05 

1.05 

.042 

135950 

106210 

.0000174 

.0000278 

C 89 

1.07 

1.05 

.037 

161930 

126510 

.0000128 

.0000204 

ClOl 

1.03 

.99 

.037 

167470 

130830 

.0000122 

.0000195 

C103 

.99 

.87 

.029 

194750 

152150 

.0000085 

.0000136 

C 90 

.95 

.83 

.029 

222930 

174170 

.0000074 

.0000119 

C 92 

1.11 

1.01 

.023 

389710 

304460 

.0000033 

.0000052 

C 95 

1.10 

.99 

412750 

322460 

.0000031 

.0000049 

(< 

1.10 

.98 

tt 

426340 

333080 

.0000030 

.0000048 

ft 

1.09 

.97 

tt 

446740 

349010 

.0000029 

.0000046 

“ 

1.08 

.97 

480720 

375560 

.0000027 

.0000042 

it 

1.07 

.98 

“ 

514710 

402120 

.0000025 

.0000040 

a 

1.06 

1.00 

“ 

548700 

428670 

.0000023 

.0000037 

“ 

.99 

.84 

.016 

692270 

540830 

.0000014 

.0000022 

C 65 

.97 

.83 

(( 

738520 

576970 

.0000012 

.0000020 

.96 

.83 

784600 

612970 

.0000012 

.0000019 

<< 

.95 

.85 

833560 

651220 

.0000011 

.0000018 

il 

PROPERTIES  OF  BULB  BEAMS. 


10 

11 

12  1 13 

14  1 15 

1 

Distance  of 
Center  of 
Gravity  from 
Outside  of 
Flange. 

Increase  of 
Thickness  of 
Web  for  each 
Lb.  Increase 
in  Weight. 

Coef.  of  Strength. 

Coef.  of  Deflection. 

Section 

Number. 

Fibre  Stress 
16  000  Pounds 
per  Sq.Inch 
for  Buildings. 

Fibre  Stress 
12500  Pounds 
per  Sq.  Inch 
for  Bridges. 

Uniform 

Load. 

Center 

Load. 

X 

f 

F 

F' 

N 

N' 

Inches. 

2.49 

2.53 

2.61 

.049. 

it 

it 

65320 

69860 

80930 

51030 

54580 

63230 

.0000361 

.0000341 

.0000302 

.0000577 

.0000546 

.0000483 

B173 

H 

ii 

166  CAMBI^IA  STEEL. 


PROPERTIES  OF  STANDARD  ANGLES. 
EQUAL  LEGS. 


1 

2 

8 

4 

5 

6 

7 

8 

Weight 

Area 

Distance  of 
Center  of 

Moment 

Section 

Dimensions. 

Thickness. 

per 

of 

Gravity  from 

of  Inertia 

Modulus 

Section 

Foot. 

Section. 

Back  of  Leg. 

Axis  1-1. 

Axis  1-1. 

Number. 

a z a 

t 

A 

z 

I 

S 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches.'* 

Inches.3 

All 

VAxVA 

H 

1.23 

.36 

.42 

.08 

.072 

H 

A 

1.80 

.53 

.44 

.11 

.104 

ii 

tt 

2.34 

.69 

.47 

.14 

.134 

ii 

tt 

TS 

2.86 

.84 

.49 

.16 

.162 

it 

tt 

Vs 

3.35 

.98 

.51 

.19 

.188 

ii 

tt 

xE 

3.82 

1.12 

.53 

.21 

.214 

A15 

2 x2 

A 

2.44 

.72^ 

.57 

.27 

.19 

(< 

ii 

3.19 

.94/ 

.59 

.35 

.25 

<( 

ii 

3.92 

1.15 

.61 

.42 

.30 

tt 

ii 

% 

4.7 

1.36 

.64 

.48 

.35 

it 

ii 

5.3 

1.56 

.66 

.54 

.40 

tt 

ii 

y2 

6.0 

1.75 

.68 

.59 

.45 

A17 

2Ax2A 

3.07 

.90 

.69 

.55 

.30 

tt 

tt 

4.1 

1.19 

.72 

.70 

.39 

tt 

tt 

TF 

5.0 

1.47 

.74 

.85 

.48 

tt 

tt 

H 

5.9 

1.73 

.76 

.98 

.57^ 

tt 

tt 

6.8 

2.00 

.78 

1.11 

.65  K 

tt 

tt 

^ . 

7.7 

2.25 

.81 

1.23 

.72 

tt 

tt 

8.5 

2.50 

.83 

1.84 

.80 

A19 

3 x8 

4.9 

1.44 

.84 

1.24 

.58 

ii 

tt 

A 

6.1 

1.78 

.87 

1.51 

.71 

i i 

tt 

% 

7.2 

2.11 

.89 

1.76 

.83 

ii 

1 1 

IT 

8.3 

2.43 

.91 

1.99 

.95 

ii 

tt 

9.4 

2.75 

.93 

2.22 

1.07 

ii 

tt 

10.4 

3.06 

.95 

2.48 

1.19 

ii 

tt 

. % 

11.5 

3.36 

.98 

2.62 

1.80 

ii 

tt 

ii 

12.5 

3.65 

1.00 

2.81 

1.40 

CAMBBIA  STEEL.  167 


PROPERTIES  OF  STANDARD  ANGLES. 
EQUAL  LEGS. 


9 

10 

11 

12 

13 

1 

Radius  of 
Gyration 
Aiis  1-1. 

Distance  of 
Center  of 
Gravity  from 
External  Apex. 

Least  Moment  of 
Inertia 

Axis  2-2. 

Section  Modulus 
Axis  2-2. 

Least  Radius  of 
Gyration 
Axis  2-2. 

Section 

r 

X" 

I" 

S" 

r" 

Number. 

Inch, 

Inches. 

Inches.4 

Inches.3 

Inch. 

.47 

.60 

.031 

.053 

.30 

All 

n 

.46 

.63 

.045 

.072 

.29 

.45 

.66 

.058 

.088 

.29 

<< 

.44 

.69 

.070 

.101 

.29 

(( 

.44 

.72 

.082 

.114 

.29 

it 

.43 

.75 

.094 

.126 

.29 

tt 

,62 

.80 

.11 

.14 

.39 

A15 

tt 

.61 

.84 

.14 

.17 

.39  _ 

.60 

.87 

.17 

.20 

.39 

tt 

.59 

.90 

.20 

.22 

.39 

tt 

.59 

.93 

.23 

.25 

.38 

tt 

.58 

.96 

.26 

.27 

.38 

tt 

.78 

.98 

.22 

.22 

.49  . 

A17 

tt 

.77 

1.01 

.29 

.28 

.49  i 

.76 

1.05 

.35 

.33 

.49 

tt 

.75 

1.08 

.41 

.38 

.48 

tt 

.75 

loll 

.46 

.42 

.48 

tt 

.74 

1.14 

.52 

.46 

.48 

tt 

.73 

1.17 

.58 

.49 

.48 

tt 

.93 

1.19 

.50 

.42 

.59 

A19 

.92 

1.22 

.61 

.50 

.59 

tt 

.91 

1.26 

.72 

.57 

.58 

tt 

.91 

1.29 

.82 

.64 

.58 

tt 

.90 

1.32 

.92 

.70 

.58 

tt 

.89 

1.35 

1.02 

.76 

.58 

tt 

.88 

1.38 

L12 

.81 

.58 

tt 

.88 

1.41 

1.22 

.86 

.58 

tt 

168 


CAMBRIA  STEEL. 


PROPERTIES  OF 
STANDARD  ANGLES. 
EQUAL  LEGS. 


1 

2 

3 

4 

5 

6 

7 

8 

Section 

Number. 

Dimensions. 

Thickness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Distance  of 
Center  of 
Gravity  from 
Back  of  Leg. 

Moment 
of  Inertia 
Axis  1-1. 

Section 
Modulus 
Axis  1-1. 

a X a 

t 

A 

X 

I 

S 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inches. 

Inches.^ 

Inches.3 

A21 

ii 

3Hx3H 

i i 

A 

7.2 

2.09 

.99 

2.45 

.98 

Vs 

8.5 

2.48 

1.01 

2.87 

1.15 

i i 

i i 

9.8 

2.87 

1.04 

3.26 

1.32 

< i 

<< 

11.1 

3.25 

1.06 

3.64 

1.49 

i i 

( i 

A 

12.4 

3.62 

1.08 

3.99 

1.65 

i i 

i i 

Vs 

13.6 

3.98 

1.10 

4.33 

1.81 

<< 

ii 

H 

14.8 

4.34 

1.12 

4.65 

1.96 

< i 

i i 

H 

16.0 

4.69 

1.15 

4.96 

2.11 

ii 

i i 

17.1 

5.03 

1.17 

5.25 

2.25 

ii 

ii 

Vs 

18.3 

5.36 

1.19 

5.53 

2.39 

A2S 

ti 

4 x4 

A 

8.2 

2.40 

1.12 

3.71 

1.29 

ii 

Vs 

9.8 

2.86 

1.14 

4.36 

1.52 

ii 

ii 

11.3 

3.31 

1.16 

4.97 

1.75 

ii 

i i 

y2 

12.8 

3.75 

1.18 

5.56 

1.97 

i i 

ii 

14.3 

4.18 

1.21 

6.12 

2.19 

ii 

ii 

Vs 

15.7 

4.61 

1.23 

6.66 

2.40 

ii 

ii 

H 

17.1 

5.03 

1.25 

7.17 

2.61 

ii 

ii 

H 

18.5 

5.44 

1.27 

7.66 

2.81 

ii 

ii 

il 

19.9 

5.84 

1.29 

8.14 

3.01 

ii 

ii 

Vs 

21.2 

6.23 

1.31 

8.59 

3.20 

A27 

6 x6 

Vs 

14.9 

4.36 

1.64 

15.39 

3.53 

ii 

1 i 

17.2 

5.06 

1.66 

17.68 

4.07 

ii 

ii 

y2 

19.6 

5.75 

1.68 

19.91 

4.61 

ii 

ii 

21.9 

6.43 

1.71 

22.07 

5.14 

ii 

Vs 

24.2 

7.11 

1.73 

24.16 

5.66 

ii 

ii 

26.5 

7.78 

1.75 

26.19 

6.17 

. ii 

ii 

H 

28.7 

8.44 

1.78 

28.15 

6.66 

i i 

31.0 

9.09 

1.80 

30.06 

7.15 

ii 

ii 

Vs 

33.1 

9.73 

1.82 

31.92 

7.63 

ii 

ii 

if 

35.3 

10.37 

1.84 

33.72 

8.11 

ii 

ii 

1 

37.4 

11.00 

1.86 

35.46 

8.57 

A35 

00 

X 

00 

26.4 

7.75 

2.19 

48.65 

8.37 

i i 

29.6 

8.68 

2.21 

54.09 

9.34 

( ( 

ii 

Vs 

32.7 

9.61 

2.23 

59.43 

10.30 

“ 

i i 

H 

35.8 

10.53 

2.25 

64.64, 

11.25 

<( 

it 

V 

38.9 

11.44 

2.28 

69.74 

12.18 

<( 

i i 

42.0 

12.34 

2.30 

74.72 

13.11 

i t 

Vs 

45.0 

13.23 

2.32 

79.58 

14.02 

“ 

i t 

if 

48.1 

14.12 

2.34 

84.34 

14.91 

<( 

ii 

1 

51.0 

15.00 

2.37 

88.98 

15.80 

<< 

ii 

54.0 

15.87 

2.39 

93.53 

16.67 

n 

ii 

IVs 

56.9 

16.73 

2.41 

97.97 

17.53 

CAMBRIA  STEEL.  169 


9 

10 

11 

12 

13 

1 

Radius  of 
Gyration 
Axis  1-1. 

Distance  of 
Center  of 
Gravity  from 
External  Apex. 

Least  Moment  of 
Inertia 

Axis  2-2. 

Section  Modulus 
Axis  2-2. 

Least  Radius  of 
Gyration 
Axis  2-2. 

Section 

Number. 

r 

X" 

I" 

S" 

r" 

Inches. 

Inches. 

Inches.^ 

Inches.3 

Inch. 

1.08 

1.40 

.99 

.71 

.69 

A21 

1.07 

1.43 

1.16 

.81 

.68 

n 

1.07 

1.46 

1.33 

.91 

.68 

1.06 

1.50 

1.50 

1.00 

.68 

<( 

1.05 

1.53 

1.66 

1.09 

.68 

<( 

1.04 

1.56 

1.82 

1.17 

.68 

(( 

1.04 

1.59 

1.97 

1.24 

.67 

it 

1.03 

1.62 

2.13 

1.31 

.67 

It 

1.02 

1.65 

2.28 

1.38 

.67 

tt 

1.02 

1.68 

2.43 

1.45 

.67 

tt 

1.24 

1.58 

1.50 

.95 

.79 

A23 

1.23 

1.61 

1.77 

1.10 

.79 

it 

1.23 

1.64 

2.02 

1.23 

.78 

it 

1.22 

1.67 

2.28 

1.36 

.78 

tt 

1.21 

1.71 

2.52 

1.48 

.78 

tt 

1.20 

1.74 

2.76 

1.59 

.77 

tt 

1.19 

1.77 

3.00 

1.70 

.77 

1.19 

1.80 

3.23 

1.80 

.77 

tt  . 

1.18 

1.83 

3.46 

1.89 

.77 

1.17 

1.86 

3.69 

1.99 

.77 

Ay 

1.88 

2.32 

6.19 

2.67 

1.19 

/^A27 

1.87 

2.34 

7.13 

3.04 

1.19 

tt 

1.86 

2.38 

8.04 

3.37 

1.18 

tt 

1.85 

2.41 

8.94 

3.70 

1.18 

. (( 

1.84 

2.45 

9.81 

4.01 

1.17  ^ 

tt 

1.83 

2.48 

10.67 

4.31 

I.IT 

tt 

1.83 

2.51 

11.52 

4.59 

tt 

1.82 

2.54 

12.35 

4.86 

il7 

tt 

1.81 

2.57 

13.17 

5.12 

1.16 

tt 

1.80 

2.60 

13.98 

5.37 

1.16 

tt 

1.80 

2.64 

14.78 

5.61 

1.16 

tt 

2.51 

3.09 

19.56 

6.33 

1.59 

A35 

2.50 

3.12 

21.79 

6.98 

1.58 

tt 

2.49 

3.16 

23.97 

7.60 

1.58 

tt 

2.48 

3.19 

26.13 

8.20 

1.58 

tt 

- 2.47 

3.22 

28.24 

8.77 

1.57 

tt 

2.46 

3.25 

30.33 

9.33 

1.57 

tt 

2.45 

3.28 

32.38 

9.86 

1.56 

tt 

2.44 

3.32 

34.40 

10.38 

1.56 

tt 

2.44 

3.35 

36.40 

10.88 

1.56 

tt 

2.43 

3.38 

38.38 

11.36 

1.56 

tt 

2.42 

3.41 

40.33 

11.83 

1.55 

tt 

170  CAMBBIA  STEEL. 


PROPERTIES  OF  SPECIAL  ANGLES. 
EQUAL  LEGS. 


1 

2 

3 

4 

5 

6 

7 

8 

Seotion 

NmnlDer. 

Dimensions. 

Thickness 

Weight 

per 

Foot. 

Area 

of 

Section. 

Distance  of 
Center  of 
GraYity  from 
Back  of  Leg. 

Moment 
of  Inertia 
Axis  1-1. 

S'ection 
Modulus 
Axis  1-1. 

a X a 

t 

A 

X 

1 

S 

Inches. 

Inch. 

Pounds. 

Sq.  Ins, 

. Inch. 

Inches.* 

Inches.3 

A36 

ii 

Mx  H 

Vs 

.59 

.17 

.23 

.009 

.017 

A 

.84 

.25 

.25 

.012 

.024 

A37 

1 X 1 

tt 

Vs 

.80 

.23 

.30 

.022 

.031 

< i 

A 

1.16 

.34 

.32 

.030 

.044 

II 

tt 

1.49 

.44 

.34 

.037 

.056 

A38 

VAxlH 

Vs 

1.01 

.30 

.36 

.044 

.049 

tt 

tt 

1.48 

.43 

.38 

.061 

.071 

tt 

H 

1.92 

.56 

.40 

.077 

.091 

tt 

TS 

2.33 

.68 

.42 

.090 

.109 

A40 

2.12 

.62 

.51 

.18 

.14 

it 

tt 

H 

2.77 

.81 

.53 

.23 

.19 

it  . 

tt 

A 

3.39 

1.00 

.55 

.27 

.23 

tt 

tt 

Vs 

3.99 

1.17 

.57 

.31 

.26 

tt 

tt 

ik 

4.6 

1.34 

.59 

.35 

.30 

** 

tt 

3^ 

5.1 

1.50 

.61 

.38 

.33 

A41 

SKxSK 

2.75 

.81 

.63 

.39 

.24 

“ 

II 

H 

3.62 

1.06 

.65 

.50 

.32 

II 

II 

4.5 

1.31 

.68 

.61 

.39 

II 

II 

Vs 

5.3 

1.55 

.70 

.70 

.45 

II 

II 

6.1 

1.78 

.72 

.79 

.52 

A43 
< ( 

2Hx2H 

A 

3.39 

1.00 

.76 

.73 

.37 

tt 

4.5 

1.31 

.78 

.95 

.48 

A 

5.6 

1.62 

.80 

1.15 

.59 

tt 

6.6 

1.92 

.82 

1.33 

.69 

(1 

** 

7.6 

2.22 

.85 

1.51 

.79 

tt 

(( 

8.5 

2.50 

.87 

1.67 

.89 

A47 

5 x5 

H 

12.3 

3.61 

1.39 

8.74 

2.42 

tt 

14.3 

4.18 

1.41 

10.02 

2.79 

tt 

tt 

H 

16.2 

4.75 

1.43 

11.25 

3.16 

tt 

** 

ire 

18.1 

5.31 

1.46 

12.44 

3.51 

t* 

tt 

Vs 

20.0 

5.86 

1.48 

13.58 

3.86 

tt  . 

U 

21.8 

6.40 

1.50 

14.68 

4.20 

CAMBKIA  STEEL.  171 


PROPERTIES  OF  SPECIAL  ANGLES. 
EQUAL  LEGS. 


9 

10 

11 

12 

13 

1 

Radius 

of 

Gyration 
Axis  1-1. 

Distance  of 
Center  of 
Gravity  from 
External  Apex. 

Least  Moment 
of  Inertia 

Axis  2-2. 

Section 

Modulus 

Axis  2-2. 

Least  Radius 
of  Gyration 
Axis  2-2. 

t 

Section 

Number. 

r 

X" 

I" 

S" 

r" 

Inch. 

Inch. 

Inches.* 

Inches.3 

Inch. 

.22 

.33 

.004 

.011 

.14 

A36 

.22 

.36 

.005 

.014 

.14 

li 

.30 

.42 

.009 

.021 

.19 

A37 

.80 

.45 

.013 

.028 

.19 

<( 

.29 

.48 

.016 

.034 

.19 

it 

.88 

.51 

.018 

.035 

.24 

A38 

.88 

.54 

.025 

.047 

.24 

.87 

.57 

.033 

.057 

.24 

ii 

.86 

.60 

.040 

.066 

.24 

a 

.54 

.72 

.073 

.10 

.34 

A40 

.53 

.75 

.094 

.13 

.34 

< ( 

.52 

.78 

.113 

.15 

.34 

(< 

.51 

.81 

.133 

.16 

.34 

(C 

.51 

.84 

.152 

.18 

.34 

i ( 

.50 

.87 

.171 

.20 

.34 

€i 

.70 

.89 

.16 

.18 

.44 

A41 

.69 

.92 

.21 

.22 

.44 

it 

.68 

.96 

.25 

.26 

.44 

it 

.67 

.99 

.29 

.30 

.43 

it 

.67 

1.02 

.33 

.33 

.43 

it 

.86 

1.07 

.30 

.28 

.54 

A43 

.85 

1.10 

.38 

.35 

.54 

it 

.84 

1.13 

.47 

.41 

.54 

it 

.83 

1.17 

.55 

.47 

.53 

it 

.83 

1.20 

.63 

.52 

.53 

it 

.82 

1.23 

.70 

.57 

.53 

ii 

1.56 

1.96 

3.53 

1.79 

.99 

A47 

1.55 

2.00 

4.05 

2.03 

.98 

1.54 

2.03 

4.56 

2.25 

.98 

it 

1.53 

2.06 

5.06 

2.46 

.98 

** 

1.52 

2.09 

5.55 

2.66 

.97 

a 

1.51 

2.12 

6.03 

2.84 

.97 

it 

172  CAMBKIA  STEEL. 


3 


1 

2 

3 

4 

5 

6 

7 

8 

Weight 

Area 

Distance  of  Center 
of  Gravity 

Moment 

Section 

Section 

Dimensions. 

Thickness. 

per 

of 

from  Back  of 

of  Inertia 

Modulus 

Number. 

Foot. 

Section. 

Longer  Leg. 

Axis  1-1. 

Axis  1-1. 

b X a 

t 

A 

X 

I 

S 

Inches. 

Inch. 

Pounds. 

Sq.  Ins. 

Inch. 

Inches.4 

Inches.* 

A91 

2^x2 

■A 

2.75 

.81 

.51 

.29 

.20 

<< 

ii 

K 

3.62 

1.06 

.54 

.37 

.25 

** 

tt 

A 

4.5 

1.31 

.56 

.45 

.31 

it 

Vs 

5.3 

1.55 

.58 

.51 

.36 

a 

tt 

6.1 

1.78 

.60 

.58 

.41 

it 

6.8 

2.00 

.63 

.64 

.46 

tt 

7.6 

2.22 

.65 

.69 

.51 

A93 

3 x2H 

4.5 

1.31 

.66 

.74 

.40 

<< 

tt 

A 

5.6 

1.62 

.68 

.90 

.49 

tt 

tt 

Vs 

6.6 

1.92 

.71 

1.04 

.58 

it 

tt 

7.6 

2.22 

.73 

1.18 

.66 

it 

tt 

8.5 

2.50 

.75 

1.30 

.74 

tt 

A 

9.5 

2.78 

.77 

1.42 

.82 

ii 

tt 

Vs 

10.4 

3.05 

.79 

1.53 

.90 

A95 

3Hx2H 

H 

4.9 

1.44 

.61 

.78 

.41 

it 

A 

6.1 

1.78 

.64 

.94 

.50 

it 

tt 

Vs 

7.2 

2.11 

.66 

1.09 

.59 

** 

tt 

A 

8.3 

2.43 

.68 

1.23 

.68 

it 

tt 

34 

9.4 

2.75 

.70 

1.36 

.76 

it 

tt 

A 

10.4 

3.06 

.73 

1.49 

.84 

tt 

tt 

Vs 

11.5 

3.36 

.75 

1.61 

.92 

tt 

tt 

H 

12.5 

3.65 

.77 

1.72 

.99 

tt 

tt 

H 

13.4 

3.94 

.79 

1.83 

1.07 

A97 

3Hx3 

A 

6.6 

1.93 

.81 

1.58 

.72 

tt 

Vs 

7.9 

2.30 

.83 

1.85 

.85 

tt 

tt 

9.1 

2.65 

.85 

2.09 

.98 

tt 

34 

10.2 

3.00 

.88 

2.33 

1.10 

tt 

tt 

11.4 

3.34 

.90 

2.55 

1.21 

tt 

tt 

12.5 

3.67 

.92 

2.76 

1.33 

tt 

ii 

13.6 

4.00 

.94 

2.96 

1.44 

** 

tt 

H 

14.7 

4.31 

.96 

3.15 

1.54 

tt 

tt 

15.8 

4.62 

.98 

3.33 

1.65 

tt 

tt 

Vs 

16.8 

4.92 

1.00 

3.50 

1.75 

A99 

CO 

A 

7.2 

2.09 

.76 

1.65 

.73 

tt 

Vs 

8.5 

2.48 

.78 

1.92 

.87 

** 

tt 

9.8 

2.87 

.80 

2.18 

.99 

(( 

tt 

34 

11.1 

3.25 

.83 

2.42 

1.12 

<< 

tt 

A 

12.4 

3.62 

.85 

2.66 

1.23 

tt 

tt 

54 

13.6 

3.98 

.87 

2.87 

1.35 

tt 

tt 

ii 

14.8 

4.34 

.89 

3.08 

1.46 

tt 

tt 

54 

16.0 

4.69 

.92 

3.28 

1.57 

tt 

tt 

if 

17.1 

5.03 

.94 

3.47 

1.68 

tt 

tt 

54 

18.3 

5.36 

.96 

3.66 

1.79 

PROPERTIES  OF 
STANDARD  ANGLES. 

UNEQUAL  LEGS. 


CAMBRIA  STEEL.  175 


9 

10 

11 

12 

13 

14 

15 

1 

Radius 

Distance  of  Center 

Moment  of 

Section 

Radius  of 

Tangent 

Least  Radius 

Gyration 

from  Back'^of 

Inertia 

Modulus 

Gyration 

of 

of  Gyration 

Section 

Axis  1-^. 

Shorter  Leg. 

Axis  2-2. 

Axis  2-2. 

Axis  2-2. 

Angle. 

Axis  3-3. 

Number. 

r 

x' 

I' 

S' 

r' 

a 

r" 

Inch. 

Inches. 

Inches.4 

Inches.3 

Inch. 

Inch. 

.85 

il.68 

6.26 

1.89 

1.61 

.368 

.66 

AlOl 

tc 

.84 

1.70 

7.37 

2.24 

1.61 

.364 

.65 

.84 

1.73 

8.43 

2.58 

1.60 

.361 

.65 

tt 

.83 

1.75 

9.45 

2.91 

1.59 

.357 

.65 

n 

.82 

1.77 

10.43 

3.23 

1.58 

.353 

.65 

** 

.82 

1.80 

11.37 

3.55 

1.57 

.349 

.64 

.81 

1.82 

12.28 

3.86 

1.56 

.345 

.64 

tt 

.80 

1.84 

13.15 

4.16 

1.55 

.340 

.64 

tt 

.80 

1.86 

13.98 

4.46 

1.55 

.336 

.64 

.79 

1.88 

14.78 

4.75 

1.54 

.331 

.64 

** 

1.03 

1.59 

6.60 

1.94 

1.61 

.489 

.77 

A103 

1.02 

1.61 

7.78 

2.29 

1.60 

.485 

.76 

tt 

1.01 

1.63 

8.90 

2.64 

1.59 

.482 

.76 

1.01 

1.66 

9.99 

2.99 

1.58  _ 

.479 

.75 

tt 

1.00 

1.68 

11.03 

3.32 

1.57 

.476 

.75 

tt 

.99 

1.70 

12.03 

3.65 

1.56 

.472 

.75 

tt 

.98 

1.72 

12.99 

3.97 

1.56 

.468 

.75 

tt 

.98 

1.75 

13.92 

4.28 

1.55 

.464 

.75 

tt 

.97 

1.77 

14.81 

4.58 

1.54 

.460 

.75 

tt 

.96 

1.79 

15.67 

4.88 

1.53 

.455 

.75 

tt 

.96 

1.81 

16.49 

5.17 

1.53 

.451 

.75 

tt 

.99 

2.04 

12.86 

3.24 

1.94 

.350 

.77 

A105 

.98 

2.06 

14.76 

3.75 

1.93 

.347 

.76 

t6 

.97 

2.08 

16.59 

4.24 

1.92 

.344 

.76 

tt 

.96 

2.11 

18.37 

4.72 

1.91 

.341 

.75 

tt 

.96 

2.13 

20.08 

5.19 

1.90 

.338 

.75 

tt 

.95 

2.15 

21.74 

5.65 

1.89 

.334 

.75 

tt 

.94 

2.18 

23.34 

6.10 

1.89 

.331 

.75 

tt 

.94 

2.20 

24.89 

6.55 

1.88 

.327 

.75 

tt 

.93 

2.22 

26.39 

6.98 

1.87 

.323 

.75 

tt 

.93 

2.24 

27.84 

7.41 

1.86 

.320 

.75 

tt 

.92 

2.26 

29.15 

7.80 

1.85 

.317 

.75 

tt 

1.17 

1.94 

13.47 

3.32 

1.93 

.446 

.88 

Aip7 

1.16 

1.96 

15.46 

3.83 

1.92 

.443 

.87 

1.15 

1.99 

17.40 

4.33 

1.91 

.440 

.87 

tt 

1.14 

2.01 

19.26 

4.83 

1.90 

.438 

.87 

tt 

1.13 

2.03 

21.07 

5.31 

1.90 

.434 

.86 

tt 

1.13 

2.06 

22.82 

5.78 

1.89 

f.431 

.86 

tt 

1.12 

2.08 

24.61 

6.25 

1.88 

.428 

.86 

tt 

1.11 

2.10 

26.15 

6.70 

1.87 

.425 

.86 

tt 

1.11 

2.12 

27.73 

7.15 

1.86 

.421 

.86 

tt 

1.10 

2.14 

29.26 

7.59 

1.86 

.418 

.86 

tt 

1.09 

2.17 

30.75 

8.02 

1.85 

.414 

.86 

it 

178  CAMBKIA  STEEL. 


MOMENTS  OF  INERTIA  OF  RECTANGLES. 

Neutral  H Axis 

I 


Depth 

Width  of  Rectangle  in  Inches. 

in 

Inches. 

1 

6 

3 

_7_ 

1 

9 

A 

4 

1 6 

8 

1 6 

2 

1 6 

8 

2 

.17 

.21 

.25 

.29 

.33 

.38 

.42 

3 

.56 

.70 

.84 

.98 

1.13 

1.27 

1.41 

4 

1.33 

1.67 

2.00 

2.33 

2.67 

3.00 

3.33 

5 

2.60 

3.26 

3.91 

4.56 

5.21 

5.86 

6.51 

6 

4.50 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

7 

7.15 

8.93 

10.72 

12.51 

14.29 

16.08 

17.86 

8 

10.67 

13.33 

16.00 

18.67 

21.33 

24.00 

26.67 

9 

15.19 

18.98 

22.78 

26.58 

30.38 

34.17 

37.97 

10 

20.83 

26.04 

31.25 

36.46 

41.67 

46.87 

52.08 

11 

27.73 

34.66 

41.59 

48.53 

55.46 

62.39 

69.32 

12 

36.00 

45.00 

54.00 

63.00 

72.00 

81.00 

90.00 

13 

45.77 

57.21 

68.66 

80.10 

91.54 

102.98 

114.43 

14 

57.17 

71.46 

85.75 

100.04 

114.33 

128.63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85.33 

106.67 

128.00 

149.33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

153.53 

179.12 

204.71 

230.30 

255.89 

18 

121.50 

151.88 

182.25 

212.63 

243.00 

273.38 

303.75 

19 

142.90 

178.62 

214.34 

250.07 

285.79 

321.52 

357.24 

20 

166.67 

208.33 

250.00 

291.67 

333.33 

375.00 

416.67 

21 

192.94 

241.17 

289.41 

337.64 

385.88 

434.11 

482.34 

22 

221.83 

277.29 

332.75 

388.21 

443.67 

499.13 

554.58 

23 

253.48 

316.85 

380.22 

443.59 

506.96 

570.33 

633.70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325.52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457.71 

549.25 

640.79 

732.33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

28 

457.33 

571.67 

686.00 

800.33 

914.67 

1029.00 

1143.33 

29 

508.10 

635.13 

762.16 

889.18 

1016.21 

1143.23 

1270.26 

30 

562.50 

703.13 

843.75 

984.38 

1125.00 

1265.63 

1406.25 

32 

682.67 

853.33 

1024.00 

1194.67 

1365.33 

1536.00 

1706.67 

34 

818.83 

1023.54 

1228.25 

143‘>.96 

1637.67 

1842.38 

2047.08 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

38 

1143.17 

1428.96 

1714.75 

2000.54 

2286.33 

2572.13 

2857.92 

40 

1333.33 

1666.67 

2000.00 

2333.33 

2666.67 

3000.00 

3333.33 

42 

1543.50 

1929.38 

2315.25 

2701.13 

3087.00 

3472.88 

3858.75 

44 

1774.67 

2218.33 

2662.00 

3105.67 

3549.33 

3993.00 

4436.67 

46 

2027.83 

2534.79 

3041.75 

3548.71 

4055.67 

4562.63 

5069.58 

48 

2304.00 

2880.00 

3456.00 

4032.00 

4608.00 

5184.00 

5760.00 

50 

2604.17 

3255.21 

3906.25 

4557.29 

5208.33 

5859.38 

6510.42 

52 

2929.33 

3661.67 

4394.00 

5126.33 

5858.67 

6591.00 

7323.33 

54 

3280.50 

4100.63 

4920.75 

5740.88 

6561.00 

7381.13 

8201.25 

56 

3658.67 

4573.33 

5488.00 

6402.67 

7317.33 

8232.00 

9146.67 

58 

4064.83 

5081.04 

6097.25 

7113.46 

8129.67 

9145.87 

10162.08 

60 

4500.00 

5625.00 

6750.00 

7875.00 

9000.00 

10125.00 

11250.00 

CAMBRIA  STEEL.  179 


MOMENTS  OF  INERTIA  OP  RECTANGLES. 

Neutral  ^ Axis 


Width  of  Rectangle  in  Inches. 

Depth 

in 

Inches. 

1 1 

3 

1 3 

7 

1 5 

1 

1 6 

4 

1 6 

8 

1 6 

.46 

.50 

.54 

.58 

.63 

.67 

2 

1.55 

1.69 

1.83 

1.97 

2.11 

2.25 

8 

3.67 

4.00 

4.33 

4.67 

5.00 

5.33 

4 

7.16 

7.81 

8.46 

9.11 

9.77 

10.42 

5 

12.38 

13.50 

14.63 

15.75 

16.88 

18.00 

6 

19.65 

21.44 

23.22 

25.01 

26.80 

28.58 

7 

29.33 

32.00 

34.67 

37.33 

40.00 

42.67 

8 

41.77 

45.56 

49.36 

53.16 

56.95 

60.75 

9 

57.29 

62.50 

67.71 

72.92 

78.13 

83.33 

10 

76.26 

83.19 

90.12 

97.05 

103.98 

110.92 

11 

99.00 

108.00 

117.00 

126.00 

135.00 

144.00 

12  . 

125.87 

137.31 

148.75 

160.20 

171.64 

183.08 

13 

157.21 

171.50 

185.79 

200.08 

214.38 

228.67 

14 

193.36 

210.94 

228.52 

246.09 

263.67 

281.25 

15 

234.67 

256.00 

277.33 

298.67 

320.00 

341.33 

16 

281.47 

307.06 

332.65 

358.24 

383.83 

409.42 

17 

334.13 

364.50 

394.88 

425.25 

455.63 

486.00 

18 

392.96 

428.69 

464.41 

500.14 

535.86 

571.58 

19 

458.33 

500.00 

541.67 

583.33 

625.00 

666.67 

20 

530.58 

578.81 

627.05 

675.28 

723.52 

771.75 

21 

610.04 

665.50 

720.96 

776.42 

831.87 

887.33 

22 

697.07 

760.44 

823.81 

887.18 

950.55 

1013.92 

23 

792.00 

864.00 

936.00 

1008.00 

1080.00 

1152.00 

24 

895.18 

976.56 

1057.94 

1139.32 

1220.70 

1302.08 

25 

1006.96 

1098.50 

1190.04 

1281.58 

1373.13 

1464.67 

26 

. 1127.67 

1230.19 

1332.70 

1435.22 

1537.73 

1640.25 

27 

1257.67 

1372.00 

1486.33 

1600.67 

1715.00 

1829.33 

28 

1397.29 

1524.31 

1651.34 

1778.36 

1905.39 

2032.42 

29 

1546.88 

1687.50 

1828.13 

1968.75 

2109.38 

2250.00 

30 

1877.33 

2048.00 

2218.67 

2389.33 

2560.00 

2730.67 

32 

2251.79 

2456.50 

2661.21 

2865.92 

3070.63 

3275.33 

34 

2673.00 

2916.00 

3159.00 

3402.00 

3645.00 

3888.00 

36 

3143.71 

3429.50 

3715.29 

4001.08 

4286.88 

4572.67 

38 

3666.67 

4000.00 

4333.33 

4666.67 

5000.00 

5333.33 

40 

4244.63 

4630.50 

5016.38 

5402.25 

5788.13 

6174.00 

42 

^ 4880.33 

5324.00 

5767.67 

6211.33 

6655.00 

7098.67 

44 

5576.54 

6083.50 

6590.46 

7097.42 

7604.38 

8111.33 

46 

6336.00 

6912.00 

7488.00 

8064.00 

8640.00 

9216.00 

48 

7161.46 

7812.50 

8463.54 

9114.58 

9765.63 

10416.67 

50 

8055.67 

8788.00 

9520.33 

10252.67 

10985.00 

11717.33 

52 

9021.38 

9841.50 

10661.63 

11481.75 

12301.88 

13122.00 

54 

10061.33 

10976.00 

11890.67 

12805.33 

13720.00 

14634.67 

56 

11178.29 

12194.50 

13210.71 

14226.92 

15243.12 

16259.33 

58 

12375.00 

13500.00 

14625.00 

15750.00 

16875.00 

18000.00 

60 

180  CAMBKIA  STEEL. 


PROPERTIES  AND  PRINCIPAL  DIMENSIONS 
OF  STANDARD  T-RAILS. 


Section 

Humber. 


580 
679 
578 
577 
576 
575 
545 

549 
542 
537 

533 

534 
532 

529 

530 

531 

535 

550 

536 
539 

All  sections  from  40  lbs.  to  100  lbs.  both  inclusive  are  Am.  Soc.  C.  E.  Standard. 
For  detail  dimensions  of  Section  No.  539,  see  page  17. 


Weight 

per  Yard. 

Area. 

b 

d 

k 

t 

z 

Axis  1-1. 

Moment 
of  Inertia. 

Section 

Modulus. 

Pounds. 

Sq.  Ins. 

Inches. 

Inches. 

Inches. 

Inch. 

Inches. 

I 

S 

12 

1.18 

2 

2 

1 

A 

0.92 

0.55 

0.58 

16 

1.57 

2^ 

Ihl 

A 

1.1 

1.1 

0.95 

20 

2.00 

2H 

2^ 

IH 

M 

1.2 

1.7 

1.3 

25 

2.5 

2H 

2^ 

VA 

1.3 

2.6 

1.8 

30 

2.9 

SVa 

QVs 

IH 

M 

1.4 

3.6 

2.3 

35 

3.4 

3^ 

3^ 

IM 

li 

1.6 

4.9 

2.9 

40 

3.9 

3H 

3H 

VA 

if 

1.7 

6.6 

3.6 

45 

4.4 

3H 

3H 

2 

1.8 

8.1 

4.2 

50 

4.9 

s% 

BVa 

2H 

1.9 

9.8 

4.9 

55 

5.4 

4i^ 

4* 

2H 

2.0 

12.2 

5.9 

60 

5.9 

4K 

4^ 

2ys 

11 

2.1 

14.7 

6.7 

65 

6.4 

4:^ 

4^ 

2.2 

17.0 

7.4 

70 

6.9 

4^ 

4^ 

2^ 

if 

2.2 

20.0 

8.4 

75 

7.4 

4if 

411 

21f 

2.3 

23.0 

9.1 

80 

7.8 

5 

5 

2y2 

if 

2.4 

26.7 

10.1 

85 

8.3 

5^ 

5* 

2^ 

2.5 

30.5 

11.2 

90 

8.8 

5^ 

5^ 

2H 

2.6 

34.4 

12.3 

95 

9.3 

5A 

5^ 

2H 

2.7 

38.6 

13.3 

100 

9.8 

5M 

2H 

2.8 

43.4 

14.7 

150 

14.7 

6 

6 

4M 

1 

3.0 

69.3 

23.1 

CAMBRIA  STEEL.  181 


RADII  OF  GYRATION  FOR  TWO  ANGLES 
PLACED  BACK  TO  BACK. 

ANGLES  WITH  EQUAL  LEGS. 


Radii  of  gyration  correspond  to  directions  indicated  by  arrowheads. 


Section 

Number. 

Dimensions. 

Thickness. 

Area  of 
Two 
Angles. 

Radii  of  Gyration. 

To 

ri 

^2 

r4 

r5 

Inches. 

Inch. 

Sq.  Ins. 

All 

xlH 

1.06 

0.46 

0.64 

0.73 

0.78 

0.83 

0.94 

<< 

1.96 

0.44 

0.67 

0.77 

0.82 

0.88 

0.99 

♦A40 

ii 

m 

xl^ 

1.24 

0.54 

0.74 

0.83 

0.88 

0.93 

1.03 

<< 

IT 

2.68 

0.51 

0.78 

0.88 

0.93 

0.98 

1.09 

A15 

n 

2 

x2 

A 

1.44 

0.62 

0.84 

0.93 

0.98 

1.03 

1.13 

ii 

A 

2.30 

0.60 

0.86 

0.95 

1.00 

1.05 

1.16 

** 

it 

IT 

3.12 

0.59 

0.88 

0.98 

1.03 

1.08 

1.19 

♦A41 

2% 

x2M 

1.62 

0.70 

0.94 

1.03 

1.08 

1.12 

1.22 

n 

i i 

Vs 

3.10 

0.67 

0.97 

1.06 

1.11 

1.16 

1.27 

A17 

i t 

2M 

x2H 

2.38 

0.77 

1.05 

1.14 

1.19 

1.24 

1.34 

ii 

3.46 

0.75 

1.07 

1.16 

1.21 

1.26 

1.36 

4.50 

0.74 

1.09 

1.19 

1.24 

1.29 

1.39 

♦A43 

2% 

x2^ 

2.00 

0.86 

1.14 

1.23 

1.28 

1.32 

1.42 

A 

3.24 

0.84 

1.16 

1.25 

1.30 

1.35 

1.45 

(( 

it 

IT 

4.44 

0.83 

1.18 

1.28 

1.32 

1.37 

1.47 

A19 

3 

x3 

2.88 

0.93 

1.26 

1.34 

1.39 

1.43 

1.53 

<1 

TS 

4.86 

0.91 

1.28 

1.37 

1.42 

1.47 

1.57 

<< 

ii 

Vs 

6.72 

0.88 

1.32 

1.41 

1.46 

1.51 

1.61 

A21 

m 

x33^ 

H 

4.96 

1.07 

1.48 

1.56 

1.61 

1.66 

1.75 

“ 

% 

7.96 

1.04 

1.52 

1.61 

1.66 

1.71 

1.81 

it 

if 

10.06 

1.02 

1.55 

1.65 

1.70 

1.75 

1.85 

A23 

4 

x4 

A 

4.80 

1.24 

1.67 

1.76 

1.80 

1.85 

1.94 

“ 

IT 

8.36 

1.21 

1.71 

1.80 

1.85 

1.89 

1.99 

(( 

<< 

if 

11.68 

1.18 

1.75 

1.85 

1.89 

1.94 

2.04 

♦A47 

ii 

5 

X 5 

Vs 

7.22 

1.56 

2.09 

2.17 

2.22 

2.26 

2.35 

34 

9.50 

1.54 

2.10 

2.19 

2.24 

2.28 

2.38 

<( 

54 

11.72 

1.52 

2.12 

2.21 

2.26 

2.30 

2.40 

A27 

6 

X 6 

rV 

10.12 

1.87 

2.50 

2.58 

2.63 

2.67 

2.76 

** 

54 

14.22 

1.84 

2.53 

2.62 

2.66 

2.71 

2.80 

34 

19.46 

1.81 

2.57 

2.66 

2.70 

2.75 

2.85 

A35 

8 

X 8 

34 

15.50 

2.51 

3.32 

3.41 

3.45 

3.49 

3.58 

it 

19.22 

2.49 

3.34 

3.43 

3.47 

3.51 

3.60 

“ 

“ 

22.88 

2.47 

3.36 

3.44 

3.49 

3.53 

3.62 

“ 

it 

34 

26.46 

2.45 

3.38 

3.46 

3.51 

3.55 

3.64 

“ 

it 

1 

30.00 

2.44 

3.40 

3.48 

3.53 

3.57 

3.67 

“ 

134 

33.46 

2.42 

3.42 

3.51 

3.55 

3.60 

3.69 

Angles  marked  * are  special  sections. 


182  CAMBRIA  STEEL. 


RADII  OF  GYRATION  FOR  TWO  ANGLES 
PLACED  BACK  TO  BACK. 

ANGLES  WITH  UNEQUAL  LEGS. 


Radii  of  gyration  correspond  to  directions  indicated  by  arrowheads. 


Section 

Dimensions. 

Thickness 

Area  of 
Two 

Radii  of 

Gyration. 

Number. 

Angles. 

to 

ti 

tz 

Inches. 

IncL 

Sq.  Ins. 

^4 

tb 

A91 

23^x2 

A 

1.62 

0.79 

0.79 

0.88 

0.92 

0.97 

1.07 

ii 

ii 

3.10 

0.77 

0.82 

0.91 

0.96 

1.01 

1.12 

tt 

tt 

4.00 

0.75 

0.84 

0.94 

0.99 

1.04 

1.15 

♦A129 

3 

x2 

"is 

1.80 

0.97 

0.76 

0.83 

0.88 

0.93 

1.03 

it 

tt 

"is 

2.94 

0.95 

0.76 

0.86 

0.90 

0.95 

1.05 

** 

tt 

xE 

4.00 

0.98 

0.79 

0.88 

0.93 

0.98 

1.09 

A93 

3 

x2)^ 

2.62^ 

0.95 

1.00 

1.09 

1.13 

1.18 

1.28 

** 

tt 

3.84 

0.93 

1.02 

1.11 

1.16 

1.21 

1.31 

<( 

tt 

A 

5.66 

0.91 

1.05 

1.15 

1.20 

1.25 

1.85 

A95 

3^x234 

2.88 

1.12 

0.96 

1.04 

1.09 

1.13 

1.23 

tt 

34 

5.50 

1.09 

1.00 

1.09 

1.14 

1.19 

1.29 

tt 

tt 

7.30 

1.06 

1.08 

1.18 

1.18 

1.23 

1.33 

A97 

3Hx3 

1 

3.86 

1.10 

1.21 

1.80 

1.35 

1.39 

1.49 

** 

ii 

6.68 

1.07 

1.25 

1.84 

1.39 

1.44 

1.54 

tt 

ii 

n 

9.24 

1.04 

1.30 

1.40 

1.45 

1.50 

1.60 

A99 

4 

x3 

4.18 

1.27 

1.17 

1.25 

1.30 

1.34 

1.44 

H 

tt 

7.24 

1.24 

1.21 

1.30 

1.34 

1.39 

1-49 

ii 

** 

if 

10.06 

1.21 

1.26 

1.35 

1.40 

1.45 

1.55 

*A131 

4 

x3i^ 

4.50 

1.26 

1.42 

1.50 

1.55 

1.59 

1.69 

ii 

tt 

34 

7.00 

1.23 

1.44 

1.53 

1.58 

1.68 

1.72 

ii 

tt 

8.60 

1.22 

1.46 

1.55 

1.60 

1.65 

1.75 

AlOl 

5 

x3 

4.80 

1.61 

1.09 

1.17 

1.22 

1.26 

1.86 

tt 

** 

8.36 

1.58 

1.13 

1.22 

1.26 

1.31 

1.41 

tt 

tt 

if 

11.68 

1.55 

1.17 

1.27 

1.32 

1.37 

1.47 

A103 

5 

x3^ 

6.10 

1.60 

1.34 

1.42 

146 

1.51 

1.60 

** 

9.84 

1.56 

1.37 

1.46 

1.51 

1.56 

1.66 

tt 

tt 

13.34 

1.53 

1.42 

1.51 

1.56 

1.61 

1.71 

♦A135 

5 

x4 

H 

6.46 

1.59 

1.58 

1.66 

1.71 

1.75 

1.85 

** 

y2 

8.50 

1.57 

1.60 

1.68 

1.73 

1.78 

1.87 

tt 

tt 

Vs 

10.46 

1.55 

1.62 

1.71 

1.75 

1.80 

1.90 

A105 

6 

x3^ 

6.84 

1.94 

1.26 

1.34 

1.39 

1.43 

1.53 

ii 

(( 

Vs 

11.10 

1.90 

1.30 

1.89 

1.43 

1.48 

1.58 

ii 

tt 

Vs 

15.10 

1.87 

1.84 

1.44 

1.49 

1.53 

1.64 

A107 

6 

x4 

H 

7.22 

1-98 

1.50 

1.58 

1.62 

1.67 

1.76 

** 

tt 

tt 

Vs 

11.72 

1.90 

1.53 

1.62 

1.67 

1.71 

1.81 

tt 

Vs 

15.96 

1.86 

1.58 

1.67 

1.71 

1.76 

1.86 

♦A109 

7 

8.80 

2.26 

1.16 

1.29 

1.33 

1.38 

1.47 

tt 

tt 

34 

10.00 

2.25 

1.22 

1.30 

1.85 

1.39 

1.48 

tt 

tt 

Vs 

12.84 

2.24 

1.24 

1.32 

1.37 

1.42 

1.51 

tt 

tt 

if 

15.74 

2.21 

1.27 

1.86 

1.41 

1.46 

1.66 

tt 

tt 

1 

19.00 

2.19 

1.31 

1.40 

1.46 

1.50 

1.60 

Angles  marked  * are  special  sections. 


CAMBRIA  STEEL.  183 


RADII  OF  GYRATION  FOR  TWO  ANGLES 
PLACED  BACK  TO  BACK. 

ANGLES  WITH  UNEQUAL  LEGS. 


Radii  of  gyration  correspond  to  directions  indicated  by  arrowheads. 


Section 

Dimensions. 

Thickness. 

Area  of 
Two 

Radii  of  Gyration. 

Number. 

Angles. 

To 

T2 

rs 

rs 

Inches. 

Inch, 

Sq.  Ins. 

Tl 

^4 

A91 

1.62 

0.60 

1.10 

1.19 

1.24 

1.29 

1.39 

<( 

tt 

Vs 

3.10 

0.58 

1.13 

1.23 

1.28 

1.33 

1.43 

«« 

tt 

y2 

4.00 

0.56 

1.15 

1.25 

1.30 

1.35 

1.46 

*A129 

ti 

3 

xS 

* 

1.80 

0.58 

1.37 

1.46 

1.51 

1.56 

1.66 

tt 

A 

2.94 

0.57 

1.39 

1.48 

1.53 

1.58 

1.68 

tt 

tt 

4.00 

0.55 

1.41 

1.51 

1.56 

1.61 

1.71 

A93 

ii 

3 

x234 

ii 

2.62 

0.75 

1.31 

1.40 

1.45 

1.50 

1.60 

H 

3.84 

0.74 

1.33 

1.42 

1.47 

1.52 

1.63 

tt 

tt 

5.56 

0.72 

1.37 

1.46 

1.51 

1.56 

1.66 

A95 

SKx2l4 

y 

2.88 

0.74 

1.58 

1.67 

1.72 

1.76 

1.86 

tt 

a 

34 

5.50 

0.70 

1.62 

1.72 

1.77 

1.81 

1.92 

tt 

ii 

ii 

7.30 

0.69 

1.66 

1.75 

1.80 

1.86 

1.96 

A97 

334x3 

3.86 

0.90 

1.52 

1.61 

1.66 

1.71 

1.80 

tt 

** 

ire 

6.68 

0.87 

1.57 

1.66 

1.71 

1.76 

1.86 

tt 

tt 

ii 

9.24 

0.85 

1.61 

1.71 

1.76 

1.81 

1.91 

A99 

4 

x3 

4.18 

0.89 

1.79 

1.88 

1.93 

1.97 

2.07 

tt 

** 

7.24 

0.86 

1.83 

1.93 

1.97 

2.02 

2.12 

tt 

tt 

if 

10.06 

0.83 

1.88 

1.97 

2.02 

2.08 

2.18 

*A131 

4 

x334 

4.50 

1.07 

1.73 

1.81 

1.86 

1.91 

2.00 

7.00 

1.04 

1.76 

1.85 

1.89 

1.94 

2.04 

tt 

tt 

Vs 

8.60 

1.02 

1.78 

1.87 

1.92 

1.97 

2.07 

AlOl 

5 

x3 

tt 

"is 

4.80 

0.85 

2.33 

2.42 

2.47 

2.52 

2.61 

tt 

8.36 

0.82 

2.37 

2.47 

2.52 

2.57 

2.67 

tt 

tt 

ii 

11.68 

0.80 

2.42 

2.52 

2.57 

2.62 

2.72 

A103 

5 

x334 

6.10 

1.02 

2.27 

2.36 

2.41 

2.45 

2.55 

tt 

Vs 

9.84 

0.99 

2.31 

2.40 

2.45 

2.50 

2 60 

«( 

tt 

Vs 

13.34 

0.96 

2.36 

2.45 

2.50 

2.55 

2.65 

•A135 

5 

x4 

H 

6.46 

1.20 

2.20 

2.29 

2.34 

2.38 

2.48 

tt 

ii 

y2 

8.50 

1.18 

2.22 

2.31 

2.36 

2.41 

2.50 

** 

ii 

Vs 

10.46 

1.17 

2.24 

2.33 

2.38 

2.43 

2.53 

A105 

tt 

6 

x334 

H 

6.84 

0.99 

2.81 

2.90 

2.95 

3.00 

3.09 

Vs 

11.10 

0.96 

2.86 

2.95 

3.00 

3.05 

3.15 

tt 

tt 

% 

15.10 

0.93 

2.90 

3.00 

3.05 

8.10 

8.20 

A107 

$i 

6 

x4 

Vb 

7.22 

1.17 

2.74 

2.83 

2.87 

2.92 

3.02 

tt 

% 

11.72 

1,13 

2.78 

2.87 

2.92 

2.97 

8.06 

Ci 

% 

15.96 

1.11 

2.82 

2.92 

2.97 

3.02 

8.12 

*A109 

7 

x334 

8.80 

0.95 

3.37 

3.47 

3.52 

3.56 

3.66 

** 

34 

10.00 

0.94 

3.39 

3.48 

8.53 

3.58 

3.67 

tt 

tt 

Vs 

12.34 

0.93 

3.40 

3.50 

3.55 

3.60 

3.70 

' • tt 

tt 

ii 

15.74 

0.91 

3.45 

3.54 

8.59 

3.64 

3.74 

tt 

tt 

1 

19.00 

0.89 

3.48 

3.58 

3.63 

3.68 

8.78 

Angles  marked  * are  special  sections. 


184  CAMBRIA  STEEL. 


STRENGTH  OF  STEEL  COLUMNS  OR  STRUTS. 

For  various  values  of  ~ in  which  L = length  in  feet  and  r = 

radius  of  gyration  in  inches. 

P = ultimate  strength  in  lbs.  per  square  inch. 

FOR  SOFT  STEEL. 

Square  bearing  Pin  and  square  bearing  Pin  bearing 
45  000  45  000  45  000 

. , (12  L)^  ^ . 1 (12  L)^  ^ . . (12  L)^ 

■^36  000r2  ■^24  000r2  "^18  000r2 

To  obtain  safe  unit  stress: 

For  quiescent  loads,  as  in  buildings,  divide  by  4. 

For  moving  loads,  as  in  bridges,  divide  by  5. 


L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

Square. 

Pin  and 
Square. 

Pin. 

Square. 

Pin  and 
Square. 

Pin. 

3.0 

43437 

42694 

41978 

7.6 

36554 

33419 

30779 

3.2 

43230 

42395 

41593 

7.8 

36193 

32966 

30268 

3.4 

43011 

42081 

41190 

3.6 

42782 

41754 

40773 

8.0 

35828 

32514 

29762 

3.8 

42543 

41412 

40340 

8.2 

35462 

32064 

29260 

8.4 

35095 

31615 

28763 

4.0 

42294 

41058 

39893 

8.6 

34727 

31169 

28272 

4.2 

42035 

40693 

39435 

8.8 

34358 

30724 

27787 

4.4 

41765 

40317 

38966 

4.6 

41488 

39930 

38485 

9.0 

33988 

30282 

27306 

4.8 

41203 

39534 

37998 

9.2 

33611 

29844 

26832 

9.4 

33249 

29408 

26364 

5.0 

40910 

39130 

37500 

9.6 

32880 

28977 

25903 

5.2 

40608 

38807 

36997 

9.8 

32511 

28549 

25448 

5.4 

40299 

38300 

36488 

5.6 

39984 

37874 

35975 

10.0 

32143 

28125 

25000 

5.8 

39663 

37443 

35457 

10.2 

31776 

27706 

24559 

10.4 

31411 

27290 

24125 

6.0 

39335 

37006 

34938 

10.6 

31054 

26879 

23698 

6.2 

39003 

36566 

34416 

10.8 

30684 

26474 

23279 

6.4 

38665 

36122 

33894 

6.6 

38323 

35676 

33371 

11.0 

30324 

26072 

22866 

6.8 

37976 

35219 

32849 

11.2 

29965 

25675 

22460 

11.4 

29608 

25285 

22063 

7.0 

37616 

34776 

32328 

11.6 

29247 

24899 

21671 

7.2 

37272 

34324 

31809 

11.8 

28903 

24517 

21288 

7.4 

36914 

33872 

31292 

CAMBRIA  STEEL.  185 


STRENGTH  OF  STEEL  COLUMNS  OR  STRUTS. 

For  various  values  of  ~ in  which  L = length  in  feet  and  r = 

radius  of  gyration  in  inches. 

P = ultimate  strength  in  lbs.  per  square  inch. 

FOR  SOFT  STEEL. 

Pin  and  square  bearing  Pin  bearing 
45  000  45  000 

1 4_  1 . (12  L)^ 

24000  r2  18000  r2 

To  obtain  safe  unit  stress: 

For  quiescent  loads,  as  in  buildings,  divide  by  4. 

For  moving  loads,  as  in  bridges,  divide  by  5. 


L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

Square. 

Pin  and 
Square. 

Pin. 

Square. 

Pin  and 
Square. 

Pin. 

12.0 

28553 

24142 

20911 

16.6 

21406 

16960 

14043 

12.2 

28207 

23771 

20542 

16.8 

21137 

16708 

13812 

12.4 

27863 

23406 

20179 

12.6 

27522 

23046 

19823 

17.0 

20872 

16459 

13584 

12.8 

27185 

22693 

19474 

17.2 

20611 

16216 

13366 

17.4 

20353 

15977 

13150 

13.0 

26850 

22343 

19133 

17.6 

20098 

15742 

12938 

13.2 

26524 

22005 

18797 

17.8 

19847 

15512 

12731 

13.4 

26189 

21662 

18469 

13.6 

25864 

21329 

18148 

18.0 

19599 

15286 

12528 

13.8 

25543 

21002 

17833 

18.2 

19351 

15063 

12329 

18.4 

19114 

14845 

12135 

14.0 

25224 

20680 

17523 

18.6 

18878 

14630 

11944 

14.2 

24909 

20363 

17221 

18.8 

18644 

14420 

11757 

14.4 

24598 

20052 

16925 

14.6 

24290 

19746 

16634 

19.0 

18418 

14218 

11579 

14.8 

23985 

19445 

16350 

19.2 

18185 

14010 

11394 

19.4 

17961 

13811 

11219 

15.0 

23684 

19148 

16071 

19.6 

17740 

13616 

11048 

15.2 

23387 

18858 

15799 

19.8 

17519 

13422 

10877 

15.4 

23093 

18572 

15532 

15.6 

22803 

18288 

15270 

20.0 

17308 

13235 

10715 

15.8 

22516 

18015 

15105 

20.2 

17096 

13050 

10553 

20.4 

16888 

12868 

10434 

16.0 

22234 

17744 

14764 

20.6 

16682 

12690 

10249 

16.2 

21954 

17478 

14518 

20.8 

16480 

12515 

10087 

16.4 

21678 

17216 

14279 

Square  bearing 
45  000 
1 1 (12L)2 

"^SOOOOr^ 


186  CAMBKIA  STEEL. 


STRENGTH  OF  STEEL  COLUMNS  OR  STRUTS. 

For  various  values  of  ^ in  which  L = length  in  feet  and  r = 

radius  of  gyration  in  inches. 

P = ultimate  strength  in  lbs.  per  square  inch. 

FOR  MEDIUM  STEEL. 

Square  bearing  Pin  and  square  bearing  Pin  bearing 
50  000  _ 50  000  50  000 

(12  LP  ^ (12L)2  ^ (12L)2 

■^36  000r2  ■^24  000r2  18000  r2 

To  obtain  safe  unit  stress: 

For  quiescent  loads,  as  in  buildings,  divide  by  4. 

For  moving  loads,  as  in  bridges,  divide  by  5. 


L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

Square. 

Pin  and 
Square. 

Pin. 

Square. 

Pin  and 
Square. 

Pin. 

3.0 

48263 

47438 

46642 

7.6 

40616 

37132 

34199 

3.2 

48033 

47106 

46214 

7.8 

40214 

36629 

33631 

3.4 

47790 

46757 

45767 

3.6 

47536 

46393 

45303 

8.0 

39809 

36127 

33069 

3.8 

47270 

46013 

44822 

8.2 

39402 

35627 

32511 

8.4 

38994 

35128 

31959 

4.0 

46993 

45620 

44325 

8.6 

38585 

34632 

31413 

4.2 

46705 

45214 

43817 

8.8 

38175 

34138 

30874 

4.4 

46406 

44797 

43295 

4.6 

46098 

44367 

42761 

9.0 

37764 

33647 

30340 

4.8 

45781 

43927 

42220 

9.2 

37345 

33160 

29813 

9.4 

36943 

32676 

29293 

5.0 

45455 

43478 

41667 

9.6 

36533 

32197 

28781 

5.2 

45120 

43119 

41108 

9.8 

36123 

31721 

28275 

5.4 

44777 

42555 

40542 

5.6 

44427 

42082 

39972 

10.0 

35714 

31250 

27778 

5.8 

44070 

41603 

39397 

10.2 

35307 

30784 

27288 

10.4 

34901 

30322 

26806 

6.0 

43706 

41118 

38820 

10.6 

34504 

29866 

26331 

6.2 

43337 

40629 

38240 

10.8 

34093 

29415 

25865 

6.4 

42961 

40136 

37660 

6.6 

42581 

39640 

37079 

11.0 

33693 

28969 

25407 

6.8 

42196 

39132 

36499 

11.2 

33294 

28528 

24956 

11.4 

32898 

28094 

24514 

7.0 

41796 

38640 

35920 

11.6 

32497 

27665 

24079 

7.2 

41413 

38138 

35343 

11.8 

32114 

27241 

23653 

7.4 

41016 

37635 

34769 

CAMBKIA  STEEL.  187 


STRENGTH  OF  STEEL  COLUMNS  OR  STRUTS. 

For  various  values  of  — in  which  L = length  in  feet  and  r = 

radius  of  ^ration  in  inches. 

P = ultimate  strength  in  lbs.  per  square  inch. 

FOR  MEDIUM  STEEL. 

Square  bearing  Pin  and  square  bearing  Pin  bearing 
50  000  50  000  _ 50  000 

. , (12  L)^  ^ . , (12L)^1  ^ (12  LP 

36000  r2  ■^24000r2  18000  r^ 


To  obtain  safe  unit  stress: 

For  quiescent  loads,  as  in  buildings,  divide  by  4. 
For  moving  loads,  as  in  bridges,  divide  by  5. 


L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

L 

r 

Ultimate  Strength  in  lbs. 
per  Square  Inch. 

Square. 

Pin  and 
Square. 

Pin. 

Square. 

Pin  and 
Square. 

Pin. 

12.0 

31726 

26824 

23234 

16.6 

23784 

18844 

15603 

12.2 

31341 

26412 

22824 

16.8 

23486 

18564 

15347 

12.4 

30959 

26007 

22421 

12.6 

30580 

25607 

22026 

17.0 

23191 

18288 

15093 

12.8 

30205 

25214 

21638 

17.2 

22901 

18018 

14851 

17.4 

22614 

17752 

14611 

13.0 

29833 

24826 

21259 

17.6 

22331 

17491 

14376 

13.2 

29471 

24450 

20886 

17.8 

22052 

17235 

14145 

13.4 

29099 

24069 

20521 

13.6 

28738 

23699 

20164 

18.0 

21777 

16984 

13920 

13.8 

28381 

23336 

19814 

18.2 

21501 

16737 

13699 

18.4 

21238 

16494 

13483 

14.0 

28027 

22978 

19470 

18.6 

20975 

16256 

13271 

14.2 

27677 

22626 

19134 

18.8 

20715 

16022 

13063 

14.4 

27331 

22280 

18805 

14.6 

26989 

21940 

18482 

19.0 

20464 

15798 

12865 

14.8 

26650 

21605 

18167 

19.2 

20206 

15567 

12661 

19.4 

19957 

15346 

12466 

15.0 

26316 

21276 

17857 

19.6 

19711 

15129 

12275 

15.2 

25985 

20953 

17554 

19.8 

19466 

14913 

12086 

15.4 

25659 

20636 

17258 

15.6 

25337 

20320 

16967 

20.0 

19231 

14706 

11905 

15.8 

25018 

20017 

16683 

20.2 

18996 

14500 

11725 

20.4 

18764 

14298 

11549 

16.0 

24704 

19716 

16404 

20.6 

18536 

14100 

11377 

16.2 

24393 

19420 

16131 

20.8 

18311 

13905 

11208 

16.4 

24087 

19129 

15865 

188  CAMBKIA  STEEL. 


EXAMPLE  OF  THE  USE  OP  THE  TABLES  OF  RADII 
OF  GYRATION  FOR  TWO  ANGLES  PLACED  BACK 
TO  BACK  AND  THE  TABLES  OF  STRENGTH  OF 
STEEL  COLUMNS  OR  STRUTS. 

Pages  181  to  187  Inclusive 

What  is  the  size  of  truss  member  required  to  safely  sustain  50  000 
pounds  in  compression,  the  safety  factor  being  4,  the  unsupported 
length  8 feet,  the  gusset  plates  at  each  end  being  %"  thick? 

Assume  for  trial  two  4"  x 3"  x A"  angles  with  the  long  legs  together. 
Referring  to  page  182,  the  least  Radius  of  Gyration,  comparing  values 
in  columns  r©  and  is  found  to  be  1.27.  The  ratio  of  the  length  of  the 

column  in  feet  to  the  Least  Radius  of  Gyration  in  inches,  is,  there- 
fore, ^ - =6.3. 

1.27 

Referring  to  the  table  of  Strength  of  Steel  Columns  or  Struts  for 
medium  steel,  page  186,  the  ultimate  strength  of  a column  in  which 

— = 6 . 3 is  found  by  interpolation  between  the  values  for  6 . 2 and  6 . 4 

to  be  43  149  pounds  per  square  inch,  which,  divided  by  the  safety 
factor  4,  gives  10  787  pounds  as  the  safe  unit  stress  per  square  inch. 
Multiplying  the  safe  unit  stress  per  square  inch,  10  787  pounds,  by 
4.18,  the  area  of  the  two  angles  in  square  inches,  gives  45  090  pounds 
as  the  total  safe  load.  This  is  slightly  less  than  the  specified  load  of 
50*000  pounds,  and,  therefore,  it  will  be  necessary  to  increase  the 
assumed  section.  Assume  the  angles  to  be  4"  x 3"  x for  which  the 
Least  Radius  of  Gyration  is  found  by  interpolation  to  be  1.26,  and,  by 

the  same  process  used  above,  — is  found  to  be  6.35,  which  corre- 
r 

sponds  to  an  ultimate  strength  of  43  055  pounds  per  square  inch,  or  a 
safe  unit  stress  of  10  764  pounds  per  square  inch,  which,  if  multiplied 
by  the  area  of  the  two  angles,  4.96  square  inches,  gives  a safe  total 
load  of  53  389  pounds,  which  is  ample  to  meet  the  conditions  stated. 

EXPLANATION  OF  TABLES  RELATING  TO  DIMEN- 
SIONS AND  SAFE  LOADS  OF  STEEL  COLUMNS 
OF  VARIOUS  SECTIONS. 

Pages  190  to  265  Inclusive 

Tables  of  Dimensions  for  Plate  and  Angle  Columns  are  given  on 
pages  190  and  191,  the  Moments  of  Inertia  and  Section  Moduli  about 
two  rectangular  axes  are  given  on  pages  192  to  194  and  the  Safe  Loads 
for  various  lengths,  calculated  for  the  Radius  of  Gyration  about  each 
of  the  two  rectangular  axes,  are  given  on  pages  214  to  233  inclusive. 

Tables  of  Dimensions  for  Latticed  Channel  Columns  are  given  on 
page  196,  the  Moments  of  Inertia  and  Section  Moduli  about  two  rect- 
angular axes  are  given  on  page  197,  the  Safe  Loads  for  various  lengths. 


CAMBKIA  STEEL. 


189 


based  upon  the  Least  Radius  of  Gyration,  are  given  on  pages  234  to 
237,  and  data  relating  to  the  proper  sizes  of  lattice  bars  and  stay-plates 
to  be  used  with  these  columns  are  given  on  pages  236  and  237. 

On  pages  198  and  199  are  given  the  Principal  Dimensions  of  Plate 
and  Channel  Columns  with  comparatively  narrow  plates  called,  for 
convenience  of  reference.  Series  A,  and  on  pages  200  and  201  for 
Series  B,  which  differs  from  Series  A,  in  having  wider  plates.  Mo- 
ments of  Inertia  and  Section  Moduli  about  two  rectangular  axes 
are  given  for  Series  A and  B on  pages  202  to  208  inclusive,  and  the 
Safe  Loads  for  different  lengths,  based  upon  the  Least  Radius  of 
Gyration,  are  given  on  pages  238  to  265  inclusive. 

Safe  Loads  for  I-Beams  used  as  Columns  or  Struts  are  given  on 
pages  210  to  213,  and  the  dimensions  of  these  sections  can  be  obtained 
from  the  tables  on  pages  158  to  161  inclusive. 

The  Plate  and  Channel  Columns  given  in  Series  A are  particularly 
useful  in  buildings  or  locations  in  which  it  is  desired  to  keep  the  ex- 
treme dimensions  of  the  cross  section  as  small  as  possible  for  this  style 
of  column,  although  in  this  series  the  Radius  of  Gyration  about  the 
central  axis  parallel  to  the  channel  webs  is  somewhat  smaller  than  the 
Radius  of  Gyration  about  the  axis  perpendicular  to  the  channel  webs. 
This  makes  the  narrower  columns  of  Series  A somewhat  less  economi- 
cal of  material  than  the  wider  columns  of  Series  B,  which,  however,  is 
small  in  amount  for  columns  of  ordinary  story  length  of  10  feet  to  14 
feet,  such  as  are  used  in  skeleton  buildings. 

In  Series  B of  Plate  and  Channel  Columns  with  wider  plates,  the 
Radii  of  Gyration  about  the  two  axes  are  practically  equal  for  the 
intermediate  thicknesses  and  these  columns  are  slightly  more  eco- 
nomical of  material  than  those  of  Series  A,  although  they  require 
somewhat  more  space  on  account  of  their  wider  sections. 

The  Safe  Loads  for  columns  of  various  kinds,  as  given  on  pages  210 
to  265  inclusive,  are  expressed  in  thousands  of  pounds,  and  have  been 
figured  by  the  use  of  Gordon's  formula,  as  stated  at  the  heads  of  the 
various  tables,  using  the  safety  factor  4,  which  relates  to  static  or 
quiescent  loads  such  as  occur  in  ordinary  buildings. 

On  page  195  is  given  a table  showing  the  Distances  Back  to  Back  for 
Spacing  two  Channels  of  the  same  size  in  order  to  produce  equal  Mo- 
ments of  Inertia  about  the  two  rectangular  axes.  This  table  will  be 
found  to  be  useful  in  designing  compression  members  of  trusses,  etc. 

The  Safe  Loads  of  the  tables  are  assumed  to  be  centrally  applied, 
and  for  convenience  in  computing  the  proper  sizes  required  to  support 
eccentric  loads,  the  tables  of  Moments  of  Inertia  and  Section  Moduli 
for  the  different  sections  of  columns  are  given. 

The  Safe  Loads  in  the  various  tables  are  figured  for  extreme  ratios 


from  30  to  150  for 


r 


, in  which  1 is  the  length  of  the  column  and  r the 


Least  Radius  of  Gyration,  both  expressed  in  inches. 

The  weights  of  columns  stated  in  the  tables  are  per  lineal  foot  of 
shaft,  and  do  not  include  any  allowances  for  bases,  brackets  or  other 
connections,  as  these  depend  upon  the  particular  details  and  require- 
ments of  each  case. 

Loads  for  other  safety  factors  can  be  figured  from  the  tables  by 
inverse  proportion,  thus: 

New  safety  factor  : 4 : : load  from  tables  : new  loads. 

Drawings  of  typical  details  of  steel  columns  are  given  on  page  209. 


190  CAMBRIA  STEEL. 


DIMENSIONS  FOR  PLATE  AND  ANGLE 
COLUMNS. 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

of 

Column. 

Area  of 
Column 
Section. 

b 

c 

m 

m' 

k 

H 

Inches. 

Inches. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

3 x2^x^ 

“ “ Vs 

6xH 

23.1 

64.4 

6.74 

15.95 

SH 

IVs 

2A 

IH 

13^ 

SV2 

ii 

8H 

9V8 

8 x23^xM 
“ “ Vs 

8xM 
“ ^ 

24.8 

58.6 

7.24 

17.20 

4H 

IVs 

2A 

1^ 

IH 

6^ 

lOVs 

10^ 

8 x2Hx^ 
“ “ Vs 

lOx^ 
“ Vs 

26.5 

62.9 

7.74 

18.45 

bVs 

a 

IVs 

2A 

1^ 

IH 

7H 

ii 

12 

12^ 

3 x2HxM 
“ “ Vs 

12xH 

“ Vs 

28.2 

67.1 

8.24 

19.70 

evs 

IVs 

2* 

1^ 

IH 

914 

i i 

13^ 

13H 

3Hx2HxM 
“ “ H 

7x^ 
“ M 

25.6 

71.5 

7.51 

21.01 

SVs 

a 

2V8 

2Vs 

IVs 

2H 

4H 

ii 

10^ 

10^ 

8Hx2Hx^ 
“ - ^ 

8x^ 

“ M 

26.4 

74.0 

7.76 

21.76 

4^ 

2V8 

2Vs 

IVs 

2H 

5H 

11 

11^ 

3Hx2HxM 
“ “ H 

lOxM 

28.1 

79.1 

8.26 

23.26 

&ys 

2V8 

2Vs 

1V8 

2H 

7H 

(( 

12^ 

12J^ 

3Hx2Hx^ 
“ “ H 

12xK 
- % 

29.8 

84.2 

8.76 

24.76 

evs 

ti 

2V8 

2Vs 

IVs 

2H 

9^ 

ii 

14^ 

1434 

4 x3  x^ 
“ “ Vs 

8 X ire 

“ Vs 

37.3 

97.0 

10.86 

28.44 

4H 

2^ 

2H 

IH 

tt 

2H 

ii 

4M 

tt 

IIH 

12H 

4 x3  x^ 
“ - % 

lOx^ 

“ Vs 

39.4 

103.0 

11.49 

30.19 

5H 

2^ 

2^ 

IH 

2H 

n 

6H 

ii 

13i^ 

13^ 

4 X 3 x*^ 
‘‘  “ Vs 

12xA 

“ Vs 

41.6 

108.9 

12.11 

31.94 

evs 

ii 

2^ 

2H 

IH 

2H 

tt 

8M 

14i| 

1534 

4 x3  X A 
“ - K 

14xA 

“ Vs 

43.7 

114.9 

12.74 

33.69 

7H 

<Ol6 

IH 

2H 

lOM 

1634 

16if 

Dimensions  m'  and  c may  be  varied  to  suit  requirements. 


192  CAMBRIA  STEEL. 


MOMENTS  OF  INERTIA  AND  SECTION  MODULI 
FOR  PLATE  AND  ANGLE 
COLUMNS. 


Size 

of 

Angles. 

Size 

of 

Plate. 

Axis  1-1. 

Axis  2-2. 

Size 

of 

Plate. 

Axis  1-1. 

Axis  2-2. 

Moment  of 
Inertia, 

Section 

Modulus. 

Moment  of 
Inertia. 

Section 
Modulus.  j 

Moment  of 
Inertia. 

Section 

Modulus. 

Moment  of 

Inertia. 

Section 

Modulus. 

Inches. 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

Inches. 

In8.4 

Ins.3 

Ins.4 

Ins.3 

3 

x2H: 

X }/i 

6xM 

10.3 

3.3 

39.4 

12.6 

8xM 

10.3 

3.3 

76.7 

18.6 

“ 

A 

it 

13.4 

4.3 

47.9 

15.3 

**  A' 

13.4 

4.3 

93.7 

22.7 

(1 

% 

it 

16.7 

5.2 

55.9 

17.9 

“ ys 

16.7 

5.3 

110.1 

26.7 

“ 

iV 

“ 

20.2 

6.3 

63.5 

20.3 

20.3 

6.3 

125.6 

30.5 

“ 

Vi 

it 

24.0 

7.4 

70.6 

22.6 

24.0 

7.4 

140.5 

34.1 

“ 

■h 

it 

28.1 

8.6 

77.3 

24.8 

“ ^ 

28.1 

8.6 

154.6 

37.5 

(( 

y^, 

“ 

32.4 

9.8 

83.7 

26.8 

“ ^8 

32.4 

9.8 

168.1 

40.8 

3 

x2HxM 

10  xM 

10.3 

3.3 

128.4 

25.1 

12xH 

10.3 

3.3 

195.7 

32.0 

“ 

“ 

TS 

13.4 

4.3 

157.5 

30.7 

A 

13.4 

4.3 

240.5 

39.3 

y% 

“ 

ys 

16.7 

5.3 

185.6 

36.2 

“ ys 

16.7 

5.3 

284.0 

46.4 

IT 

“ 

IT 

20.3 

6.3 

212.5 

41.5 

20.3 

6.3 

325.8 

53.2 

<( 

H 

(( 

24.1 

7.4 

238.3 

46.5 

“ H 

24.1 

7.4 

366.1 

59.8 

<( 

28.1 

8.6 

263.1 

51.3 

**  'IT 

28.2 

8.6 

405.1 

66.1 

** 

“ 

32.5 

9.8 

286.9 

56.0 

“ ^ 

32.5 

9.8 

442.7 

72.3 

3Hx2HxM 

7 

xH 

16.0 

4.4 

62.4 

17.2 

8xM 

16.0 

4.4 

84.7 

20.5 

it 

A 

20.7 

5.7 

76.2 

21.0 

**  Te 

20.7 

5.7 

103.6 

25.1 

it 

y% 

it 

25.6 

6.9 

89.3 

24.6 

“ ys 

25.6 

6.9 

121.7 

29.5 

if 

IT 

it 

iT 

30.8 

8.3 

101.7 

28.1 

30.8 

8.3 

138.9 

33.7 

“ 

36.3 

9.7 

113.6 

31.3 

36.3 

9.7 

155.5 

37.7 

A 

A 

42.1 

11.1 

124.8 

34.4 

•“  * 

42.1 

11.1 

171.2 

41.5 

<< 

it 

48.3 

12.7 

135.5 

37.4 

“ ^ 

48.3 

12.7 

186.3 

45.2 

UL 

it 

Al 

54.8 

14.3 

145.6 

40.2 

54.8 

14.3 

200.6 

48.6 

it 

“ 

61.6 

15.9 

155.2 

42.8 

“ M 

61.6 

15.9 

214.3 

52.0 

31^x2^xK 

10 

x34 

16.0 

4.4 

140.9 

27.5 

12x14 

16.0 

4.4 

213.7 

34.9 

ti 

IT 

“ 

A 

20.7 

5.7 

173.0 

33.8 

20.7 

5.7 

262.9 

42.9 

it 

y% 

25.6 

6.9 

203.9 

39.8 

“ ^ 

25.6 

7.0 

310.5 

50.7 

“ 

< ( 

IT 

30.8 

8.3 

233.5 

45.6 

30.8 

8.3 

356.2 

58.2 

Vi 

(( 

K 

36.3 

9.7 

262.1 

51.1 

“ M 

36.4 

9.7 

400.7 

65.4 

“ 

it 

IT 

42.2 

11.2 

289.4 

56.5 

42.2 

11.2 

443.4 

72.4 

ys 

ys 

48.3 

12.7 

315.9 

61.7 

“ ^ 

48.4 

12.7 

484.9 

79.2 

it 

<( 

H 

54.9 

14.3 

341.2 

66.6 

54.9 

14.3 

524.8 

85.7 

** 

H 

<< 

M 

61.7 

15.9 

365.6 

71.3 

61.8 

15.9 

563.3 

92.0 

CAMBRIA  STEEL.  193 


MOMENTS  OF  INERTIA  AND  SECTION  MODULI 
FOR  PLATE  AND  ANGLE 
COLUMNS. 


2 


Axis  1-1. 

Axis  2-2. 

Axis  1-1. 

Axis  2-2. 

Size 

of 

Size 

of 

2 «« 

gS 

Moment  of 
Inertia. 

0 M 

Size 

of 

*0  . 

g ^ 

2 

0 M 

Angles. 

Plate. 

g'-s 
s § 

ss 

Plate. 

Is 

•S'S 

ores 

coji 

il 

a 

’■§  ^ 

Inches. 

Inches. 

Ins4 

Ins.3 

Ins.<i 

Ins  3 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

4x3  X A 

8xA 

30.3 

7.3 

114.6 

27.8 

lOxA 

30.3 

7.3 

192.0 

37.5 

it 

Vh 

“ Vb 

37.4 

8.9 

134.8 

32.7 

;;  ^ 

37.4 

8.9 

226.4 

44.2 

tt 

A 

**  A 

44.8 

10.6 

154.0 

37.3 

A 

44.8 

10.6 

259.5 

50.6 

it 

M 

52.6 

12.4 

172.4 

41.8 

52.6 

12.4 

291.5 

56.9 

tt 

**  A 

60.8 

14.2 

190.0 

46.1 

“ A 

60.9 

14.2 

322.2 

62.9 

tt 

69.5 

16.1 

206.9 

50.2 

“ M 

69.5 

16.1 

352.0 

68.7 

tt 

ii 

“ if 

78.6 

18.1 

223.0 

54.1 

“ i_i 
16 

78.6 

18.1 

380.5 

74.2 

tt 

88.1 

20.1 

238.3 

57.8 

‘ M 

88.2 

20.2 

408.0 

79.6 

tt 

if 

98.1 

22.3 

253.0 

61.3 

* if 

98.2 

22.3 

434.4 

84.7 

tt 

Vs 

Vb 

108.5 

24.4 

267.0 

64.7 

“ Vb 

108.6 

24.5 

459.8 

89.7 

4x3  X A 

12xA 

30.3 

7.3 

292.3 

47.7 

14xA 

30.3 

7.3 

416.8 

58.5 

tt 

Vs 

“ ^ 

37.4 

8.9 

345.5 

56.4 

“ 

37.4 

8.9 

493.4 

69.3 

tt 

A 

**  A 

44.8 

10.6 

396.7 

64.8 

tt  7 

16 

44.8 

10.6 

567.4 

79.6 

tt 

52.6 

12.4 

446.6 

72.9 

“ M 

52.7 

12.4 

639.7 

89.8 

tt 

A 

“ A 

60.9 

14.2 

494.7 

80.8 

“ A 

60.9 

14.2 

709.6 

99.6 

tt 

Vs 

“ ^ 

69.6 

16.1 

541.5 

88.4 

69.6 

16.1 

777.8 

109.2 

tt 

iA 

“ if 

78.7 

18.1 

586.5 

95.8 

tt  11 
16 

78.7 

18.1 

843.7 

118.4 

tt 

“ H 

88.2 

20.2 

630.1 

102.9 

88.3 

20.2 

907.7 

127.4 

tt 

“ H 

98.2 

22.3 

672.2 

109.8 

**  if 

98.3 

22.3 

969.8 

136.1 

tt 

Vs 

‘‘  Vb 

108.7 

24.5 

713.1 

116.4 

“ Vb 

108.8 

24.5 

1030.1 

144.6 

5x3Hx A 

lOxA 

57.6 

11.2 

225.0 

43.9 

12xA 

57.6 

11.2 

341.9 

55.8 

tt 

Vs 

“ Vb 

70.6 

13.6 

265.7 

51.8 

“ ^ 

70.6 

13.6 

404.6 

66.1 

tt 

A 

“ A 

84.1 

16.1 

304.8 

59.5 

**  A 

84.1 

16.1 

465.2 

75.9 

tt 

H 

98.2 

18.7 

342.6 

66.9 

“ K 

^98.2 

18.7 

524.0 

85.5 

tt 

A 

“ A 

112.9 

21.4 

379.1 

74.0 

‘‘  A 

112.9 

21.4 

581.0 

94.9 

tt 

Vb 

128.2 

24.1 

414.4 

80.9 

128.2 

24.1 

636.4 

103.9 

tt 

“ if 

144.1 

27.0 

448.2 

87.5 

“ if 

144.1 

27.0 

689.8 

112.6 

tt 

H 

H 

“ H 

160.6 

29.9 

481.1 

93.9 

“ 

160.7 

29.9 

741.8 

121.1 

tt 

“ H 

177.8 

32.9 

512.6 

100.0 

“ if 

177.9 

32.9 

792.1 

129.3 

tt 

Vb 

“ Vb 

195.7 

36.0 

543.1 

106.0 

“ Vb 

195.8 

36.0 

841.0 

137.3 

tt 

if 

“ if 

214.2 

39.2 

572.5 

111.7 

tt  1^ 
16 

214.3 

39.2 

888.2 

145.0 

6 X X 

tt 

A 

14xA 

57.6 

11.2 

486.8 

68.3 

16xA 

57.6 

11.2 

660.8 

81.3 

Vb 

“ ^ 

70.6 

13.6 

576.9 

81.0 

“ ^ 

70.6 

13.6 

784.0 

96.5 

tt 

A 

“ A 

84.1 

16.1 

664.2 

93.2 

tt  7 
16 

84.1 

16.1 

903.8 

111.2 

tt 

98.2 

18.7 

749.3 

105.2 

“ H 

98.3 

18.7 

1020.6 

125.6 

tt 

“ A 

112.9 

21.4 

832.1 

116.8 

**  A 

113.0 

21.4 

1134.7 

139.7 

tt 

Vb 

“ Vb 

128.3 

24.1 

912.7 

128.1 

“ Vb 

128.3 

24.2 

1245.9 

153.3 

tt 

H 

“ if 

144.2 

27.0 

990.8 

139.1 

“ ii 

144.2 

27.0 

1354.0 

166.6 

tt 

H 

3< 

160.8 

29.9 

1067.1 

149.8 

“ H 

160.8 

29.9 

1459.8 

179.7 

tt 

if 

“ ^ 

178.0 

32.9 

1141.0 

160.1 

“ if 

178.1 

32.9 

1562.6 

192.3 

tt 

Vb 

“ Vb 

195.9 

36.0 

1213.2 

170.3 

“ Vb 

196.0 

36.0 

1663.3 

204.7 

tt 

if 

“ if 

214.4 

39.2 

1283.1 

180.1 

“ if 

214.6 

39.2 

1761.0 

216.7 

194  CAMBRIA  STEEL. 


MOMENTS  OF  INERTIA  AND  SECTION  MODULI 
FOR  PLATE  AND  ANGLE 
COLUMNS. 

2 


2 


Size 

of 

Angles. 

Size 

of 

Plate. 

Axis  1-1. 

Axis  2-2. 

Size 

of 

Plate. 

Axis  1-1. 

Axis  2-2. 

Moment  of 

1 Inertia. 

Section 

Modulus. 

Moment  of 
Inertia. 

Section 

Modulus. 

Moment  of 

Inertia. 

Section 

Modulus 

Moment  of 

Inertia. 

g Section 

'co  Modulus. 

Inches. 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

Inches. 

Ins.4 

lns.3 

Ins.4 

6x33^xH 

12x^ 

119.2 

19.3 

457.5 

74.7 

14x^ 

119.2 

19.3 

649.1 

91.1 

“ ^ 

“ 

141.5 

22.8 

526.2 

85.9 

“ tV 

141.5 

22.8 

747.7 

104.9 

“ H 

164.5 

26.3 

593.0 

06.8 

164.5 

26.3 

843.9 

118.4 

“ A 

“ A 

188.3 

30.0 

657.9 

107.4 

“ ^ 

188.3 

30.0 

937.6 

131.6 

“ ^ 

“ Vs 

212.9 

33.7 

720.9 

117.7 

“ Vs 

212.9 

33.7 

1028.8 

144.4 

“ H 

“ if 

238.3 

37.6 

781.8 

127.6 

“ if 

238.3 

37.6 

1117.3 

156.8 

“ M 

“ % 

264.5 

41.5 

841.2 

137.3 

“ H 

264.6 

41.5 

1203.9 

169.0 

“ if 

“ if 

291.5 

45.5 

898.5 

146.7 

“ if 

291.6 

45.5 

1287.9 

180.8 

“ Vs 

“ Vs 

319.5 

49.6 

954.4 

155.8 

“ Vs 

319.6 

49.6 

1370.0 

192.3 

“ if 

“ if- 

348.2 

53.8 

1008.4 

164.6 

“ if 

348.4 

53.9 

1449.5 

203.4 

“ 1 

“ 1 

377.5 

58.1 

1060-8 

173.2 

“ 1 

377.7 

58.1 

1526.9 

214.3 

6x3Hx^ 

16xH 

119.2 

19.3 

878.6 

108.1 

18x^ 

119.3 

19.3 

1147.4 

125.7 

**  iV 

“ iV 

141.5 

22.8 

1013.2 

124.7 

“ A 

141.5 

22.8 

1324.4 

145.1 

“ H 

164.5 

26.3 

1144.7 

140.9 

“ H 

164.6 

26.3 

1497.5 

164.1 

“ -h 

“ * 

188.4 

30.0 

1273.2 

156.7 

188.4 

30.0 

1667.1 

182.7 

“ Vs 

213.0 

33.7 

1398.6 

172.1 

“ 

213.0 

33.7 

1832.8 

200.9 

“ if 

“ if 

238.4 

37.6 

1520.6 

187.2 

“ if 

238.4 

37.6 

1994.3 

218.6 

“ M 

264.6 

41.5 

1640.2 

201.9 

264.7 

41.5 

2152.9 

235.9 

“ if 

“ if 

291.7 

45.5 

1756.4 

216.2 

“ if 

291.8 

45.5 

2307.4 

252.9 

“ Vs 

“ Vs 

319.7 

49.7 

1870.4 

230.2 

319.8 

49.7 

2459.2 

269.5 

“ if 

“ if 

348.5 

53.9 

1981.1 

243.8 

“ if 

348.6 

53.9 

2606.8 

285.7 

1 

“ 1 

377.8 

58.1 

2089.1 

257.1 

“ 1 

378.0 

58.2 

2751.3 

301.5 

7x3Hx  3^ 

14x3^ 

220.8 

30.6 

831.2 

116.7 

16x,^ 

220.8 

30.6 

1122.6 

138.2 

“ 

“ 3^ 

255.8 

35.3 

938.4 

131.7 

“ M 

255.8 

35.3 

1268.8 

156.2 

“ A 

“ ^ 

292.7 

40.2 

1043.0 

146.4 

“ A 

292.7 

40.2 

1411.6 

173.7 

328.5 

44.9 

1144.6 

160.7 

“ Vs 

328.5 

44.9 

1550.9 

190.9 

**  if 

<(  11 

367.3 

50.0 

1243.9 

174.6 

“ if 

367.4 

50.0 

1687.2 

207.7 

“ H 

“ H 

406.6 

55.1 

1340.7 

188.2 

406.7 

55.1 

1820.5 

224.0 

if 

ii  13 
16 

447.2 

60.4 

1434.8 

201.4 

“ if 

447.3 

60.4 

1950.3 

240.0 

“ Vs 

“ Vs 

488.3 

65.7 

1526.7 

214.3 

“ Vs 

488.4 

65.7 

2077.4 

255.7 

“ if 

**  if 

530.8 

71.1 

1615.9 

226.8 

“ if 

530.9 

71.1 

2201.1 

270.9 

“ i 

“ 1 

574.3 

76.6 

1702.8 

239.0 

“ 1 

574.5 

76.6 

2322.0 

285.8 

7x3i^X3^ 

18x^ 

220.8 

30.6 

1463.2 

160.4 

20X3^ 

220.8 

30.6 

1854.8 

183.2 

“ 3^ 

255.9 

35.3 

1655.1 

181.4 

“ 

255.9 

35.3 

2099.4 

207.4 

“ -h 

292.8 

40.2 

1843.0 

202.0 

A 

292.8 

40.2 

2339.4 

231.1 

“ Vs 

328.6 

44.9 

2026.6 

222.1 

“ Vs 

328.8 

44.9 

2574.2 

254.2 

“ JLl 

16 

**  if 

367.4 

50.0 

2206.4 

241.8 

“ if 

367.5 

50.0 

2804.4 

277.0 

“ M 

“ M 

406.7 

55.2 

2382.7 

261.1 

“ % 

406.8 

55.2 

3030.5 

299.3 

tt  13 

16 

((  13 

T6 

447.4 

60.4 

2554.7 

280.0 

“ if 

447.5 

60.4 

3251.4 

321.1 

“ Vs 

“ Vs 

488.5 

65.7 

2723.5 

298.5 

“ Vs 

488.6 

65.7 

3468.5 

342.6 

“ if 

**  if 

531.0 

71.1 

2888.1 

316.5 

if 

531.2 

71.1 

3680.5 

363.5 

“ 1 

1 

574.7 

76.6 

3049.1 

334.2 

“ 1 

574.8 

76.6 

3888.3 

384.0 

CAMBRIA  STEEL.  195 


SPACING  OF  CHANNELS  FOR  EQUAL  MOMENTS 
OF  INERTIA  ABOUT  THE  TWO  RECT- 
ANGULAR AXES  1-1  AND  2-2. 


Section 

Nnm- 

Depth 

of 

Chan- 

nel. 

Weight 
per  foot 
of  one 
Chan- 

Area  of 
Section 
of  one 
Chan- 

A 

E 

Section 

Num- 

Depth 

of 

Chan- 

nel. 

Weight 
per  foot 
of  one 
Chan- 

Area of 
Section 
of  one 
Chan- 

A 

E 

nel. 

nel. 

ber. 

nel. 

nel. 

her. 

Inches. 

Pounds. 

Sq.Ins. 

Inches. 

Inches. 

Inches. 

Pounds. 

Sq.  Ins. 

Inches. 

Inches. 

C5 

8 

4.00 

1.19 

1.29 

3.05 

C25 

(( 

8 

18.75 

5.51 

4.37 

6.65 

ii 

5.00 

1.47 

1.17 

2.93 

ii 

21.25 

6.25 

4.22 

6.58 

it 

6.00 

1.76 

1.10 

2.94 

C9 

5.25 

6.25 

1.55 

1.84 

2.08 

1.96 

3.92 

3.80 

C29 

ii 

9 

ii 

13.25 

3.89 

5.62 

8.06 

4 

15.00 

20.00 

4.41 

5.88 

5.48 

5.14 

7.84 

7.46 

7.25 

2.13 

1.88 

3.72 

ii 

25.00 

7.35 

4.83 

7.31 

CIS 

tt 

5 

ii 

6.50 

9.00 

11.50 

1.95 

2.65 

3.38 

2.79 

2.57 

2.35 

4.75 

4.49 

4.39 

C33 

tt 

10 

ii 

15.00 

20.00 
25.00 

4.46 

5.88 

7.35 

6.33 

5.96 

5.66 

8.89 

8.40 

8.14 

ii 

30.00 

8.82 

5.41 

8.01 

C17 

6 

8.00 

2.38 

3.51 

5.59 

ii 

85.00 

10.29 

5.18 

7.94 

** 

10.50 

3.09 

3.29 

5.29 

** 

** 

13.00 

3.82 

3.08 

5.16 

tt 

** 

15.50 

4.56 

2.90 

5.10 

C41 

(( 

12 

20.50 

6.03 

7.68 

10.48 

25.00 

7.35 

7.35 

10.07 

(( 

tt 

30.00 

8.82 

7.06 

9.78 

C21 

7 

9.75 

2.85 

4.21 

6.41 

** 

** 

35.00 

10.29 

6.83 

9.59 

tt 

tt 

12.25 

3.60 

4.00 

6.12 

tt 

40.00 

11.76 

6.60 

9.48 

tt 

** 

14.75 

4.34 

3.82 

5.94 

tt 

tt 

17.25 

5.07 

3.65 

5.85 

tt 

** 

19.75 

5.81 

3.49 

5.81 

C53 

15 

1 1 

33.00 

9.90 

9.51 

12.67 

it 

35.00 

10.29 

9.42 

12.58 

tt 

“ 

40.00 

11.76 

9.16 

12.28 

C25 

8 

11.25 

3.35 

4.92 

7.24 

tt 

tt 

45.00 

13.24 

8.92 

12.08 

ii 

13.75 

4.04 

4.72 

6.96 

tt 

50.00 

14.71 

8.72 

11.92 

a 

tt 

16.25 

4.78 

4.53 

6.77 

tt 

55.00 

16.18 

8.53 

11.81 

196  CAMBRIA  STEEL. 


DIMENSIONS  FOR  LATTICED  CHANNEL 


COLUMNS. 


— 1 

jfrj 

-A^-A" 

“4 

<-t  ^ 

t 

Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot 

t 

b 

d 

H 

c 

E 

A 

m 

Number. 

Pounds. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

8.00 

.20 

8H 

8 

9^ 

2^ 

m 

2 

1^ 

6" 

10.50 

.82 

** 

irf 

** 

lA 

C17 

18.00 

.44 

ft 

tt 

(( 

lA 

tt 

1* 

15.50 

.56 

<< 

tt 

tt 

II 

tt 

linf 

9.75 

.21 

3^ 

11 

SH 

2A 

2H 

lA 

7" 

12.25 

.82 

tt 

tt 

tt 

2A 

tt 

lA" 

Cgl 

14.75 

.42 

tl 

tt 

tt 

tt 

IH 

tt 

liV 

17.25 

.58 

** 

tt 

tt 

tt 

1% 

tt 

IM 

19.75 

.68 

tt 

tt 

tt 

tt 

IK 

tt 

1% 

11.25 

.22 

4^ 

4 

12H 

3/^ 

2H 

2% 

m 

8" 

18.75 

.81 

tt 

2^ 

lA 

C25 

16.25 

.40 

tt , 

tt 

tt 

tt 

2^ 

tt 

Ws 

18.75 

.49 

** 

tt 

tt 

2H 

** 

1^ 

21.25 

.58 

tt 

** 

tt 

tt 

2A 

tt 

1^ 

18.25 

.28 

5A 

4y2 

13^ 

4H 

2H 

3 

iy% 

9" 

15.00 

.29 

tt 

tt 

2H 

tt 

ii^ 

C29 

20.00 

.45 

tt 

tt 

tt 

tt 

2* 

tt 

lA 

25.00 

.61 

tt 

tt 

tt 

tt 

2H 

** 

iM 

15.00 

.24 

5 

15H 

4% 

SVs 

SVs 

1)4 

10" 

20.00 

.88 

tt 

tt 

3 

tt 

IH 

088 

25.00 

.58 

tt 

tt 

** 

2Vs 

tt 

1^ 

80.00 

.68 

tt 

** 

tt 

tt 

2H 

tt 

IH 

85.00 

.82 

tt 

tt 

tt 

tt 

2A 

** 

2A 

20.50 

.28 

6H 

6 

18H 

55^ 

SVs 

4% 

m 

12" 

25.00 

.89 

tt 

tt 

SK 

m 

041 

80.00 

.51 

** 

«< 

tt 

SVs 

tt 

2 

85.00 

.64 

tt 

tt 

tt 

tt 

SVi 

tt 

2K 

40.00 

.76 

tt 

tt 

tt 

tt 

SVs 

2M 

88.00 

.40 

SVs 

tt 

7H 

tt 

22H 

4K 

5^ 

m 

85.00 

.48 

4H 

IH  . 

15" 

40.00 

.52 

tt 

tt 

tt 

tt 

4^ 

tt 

2 

058 

45.00 

.62 

tt 

** 

** 

4y2 

tt 

2K 

50.00 

.72 

tt 

tt 

tt 

tt 

4^ 

tt 

2K 

55.00 

1 .82 

tt 

tt 

tt 

tt 

4^ 

tt 

2^ 

CAMBRIA  STEEL. 


197 


PROPERTIES  OF  LATTICED  CHANNEL  COLUMNS. 


Depth  of  Channel 

and 

Section  Number. 

Weight 

per 

Foot. 

Axis  1-1. 

Axis  2-2. 

Moment 
of  Inertia. 

Section 

Modulus. 

Moment 
of  Inertia. 

Section 

Modulus. 

Pounds. 

Inches.'* 

Inches.3 

Inches.* 

Inches.3 

8.00 

26.0 

8.7 

27.0 

7.3 

6" 

10.50 

30.2 

10.1 

31.1 

8.4 

C17 

13.00 

34.6 

11.5 

35.2 

9.5 

15.50 

39.0 

13.0 

38.7 

10.4 

9.75 

42.2 

12.1 

44.0 

10.3 

7" 

12.25 

48.4 

13.8 

50.5 

11.9 

C21 

14.75 

54.4 

15.5 

56.4 

13.3 

17.25 

60.4 

17.3 

61.4 

14.4 

19.75 

66.4 

19.0 

66.5 

15.6 

11.25 

64.6 

16.2 

67.5 

14.0 

8" 

13.75 

72.0 

18.0 

75.8 

15.8 

C25 

16.25 

79.8 

20.0 

84.5 

17.6 

18.75 

87.7 

21.9 

92.3 

19.3 

21.25 

95.6 

23.9 

99.7 

20.8 

13.25 

94.6 

21.0 

92.4 

17.8 

9" 

15.00 

101.8 

22.6 

100.0 

19.2 

C29 

20.00 

121.6 

27.0 

120.1 

23.1 

25.00 

141.4 

31.4 

139.1 

26.8 

15.00 

133.8 

26.8 

131.7 

23.0 

10" 

20.00 

157.4 

31.5 

158.5 

27.6 

C33 

25.00 

182.0 

36.4 

183.3 

32.0 

30.00 

206.4 

41.3 

205.4 

35.8 

35.00 

231.0 

46.2 

226.0 

39.4 

20.50 

256.2 

42.7 

256.9 

37.9 

12" 

25.00 

288.0 

48.0 

295.6 

43.6 

C41 

30.00 

323.2 

53.9 

335.8 

49.5 

35.00 

358.6 

59.8 

370.5 

54.6 

40.00 

393.8 

65.6 

405.7 

59.8 

33.00 

625.2 

83.4 

618.7 

76.1 

35.00 

639.8 

85.3 

636.1 

78.3 

15" 

40.00 

695.0 

92.7 

700.8 

86.3 

C53 

45.00 

750.2 

100.0 

763.0 

93.9 

50.00 

805.4 

107.4 

819.5 

100.9 

55.00 

860.4 

114.7 

874.3 

107.6 

198  CAMBRIA  STEEL. 


DIMENSIONS  FOR  PLATE  AND  CHANNEL 


COLUMNS. 

r<- — G — — G — ^ 

I . ' ! 


/S-  '1'  1 

*'i 

A>f<A7 

1 

fT  T 
“1- 

^E>K^E> 

a 

I - 1 

SERIES  A. 


Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot. 

Size  of  Plates. 

t 

b 

d 

H 

c 

E 

A 

m 

Width. 

Thick- 

ness 

t' 

No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

8.0 

ti 

8 

H 

.20 

4 

3^ 

lOA 

2V8 

i.t* 

S 

lA 

ii 

i i 

% 

ii 

ii 

SVs 

lOM 

it 

it 

10.5 

1 ( 

.32 

i i 

ii 

m 

lOA 

“ 

itt 

it 

lA 

it 

6" 

ii 

it 

Vs 

ii 

QVs 

lOH 

it 

ii 

“ 

C17 

13.0 

“ 

.44 

ii 

m 

lOA 

it 

lA 

it 

lA 

l« 

<{ 

H 

ii 

ii 

QVs 

lOM 

it 

it 

it 

15.5 

a 

<< 

.56 

ii 

3^ 

lOA 

it 

\¥ 

lA 

it 

Vs 

ii 

i i 

m 

lOH 

it 

it 

it 

9.75 

i i 

9 

M 

.21 

4H 

1 i 

8H 

IIH 

SH 

S^A 

SH 

ii 

lA 

“ 

Vs 

^Vs 

12A 

tt 

12.25 

1 ( 

H 

.32 

ii 

SH 

11^ 

it 

IH 

i t 

ii 

lA 

** 

it 

H 

ii 

43^ 

12A 

tt 

ii 

7" 

14.75 

it 

H 

.42 

i i 

SH 

11^ 

it 

lA 

C21 

li 

it 

Vs 

i i 

it 

4J^ 

12A 

tt 

ii 

17.25 

it 

H 

.53 

ii 

SH 

IIH 

it 

IH 

IH 

“ 

“ 

Vs 

it 

ii 

4H 

ISA 

tt 

it 

ii 

19.75 

ii 

“ 

M 

.63 

ii 

SH 

IIM 

tt 

IVs 

ii 

ii 

IVs 

(1 

Vs 

(( 

i i 

4M 

ISA 

i i 

11.25 

<( 

10 
< ( 

.22 

it 

5 

4K 

ISVs 

SVs 

tt 

2Vs 

SH 

*< 

IH 

Vs 

a 

4:Vs 

ISVs 

ii 

13.75 

(( 

.31 

it 

4H 

ISVs 

tt 

SA 

i i 

ii 

lA 

“ 

Vs 

(C 

it 

4:H 

ISVs 

tt 

ii 

“ 

8" 

16.25 

<< 

“ 

K 

.40 

it 

4H 

ISVs 

tt 

2H 

it 

ii 

IH 

C25 

it 

Vs 

n 

it 

4H 

ISVs 

tt 

i i 

18.75 

it 

.49 

ii 

it 

4H 

ISVs 

tt 

SH 

i i 

IH 

it 

Vs 

it 

4Vs 

ISVs 

i i 

“ 

21.25 

it 

H 

.58 

ii 

it 

4H 

ISVs 

tt 

SA 

lA 

n 

it 

Vs 

it 

4Vs 

ISVs 

tt 

13.25 

ii 

11 

.23 
< < 

5V2 

it 

4H 

14H 

4ys 

tt 

2H 

3 

IH 

1 1 

Vs 

bVs 

15A 

“ 

15.00 

it 

.29 

it 

4H 

14^ 

** 

SH 

ii 

lA 

9" 

ii 

1 1 

Vs 

it 

5ys 

15A 

tt 

“ 

C29 

20.00 

H 

.45 

it 

4H 

143^ 

“ 

SA 

1 A 

<( 

Vs 

it 

bVs 

15A 

tt 

i i 

“ 

25.00 

it 

H 

.61 

it 

4H 

14H 

** 

2Vs 

“ 

IH 

“ 

Vs 

(< 

it 

bVs 

15A 

tt 

CAMBBIA  STEEL.  199 


DIMENSIONS  FOR  PLATE  AND  CHANNEL 
COLUMNS. 


k-G->k— G— >I 
! .1.  1 1 


1 

! 

Vi 

-A-4<-A-: 

1 

d 

m 1 

K 

d 

L j. 

1 ^ 

SERIES  A. 


Depth 

Size  of  Plates. 

Weight 

of 

Channel 

per 

Thick- 

t 

b 

d 

H 

c 

E 

A 

and 

Foot. 

Width. 

ness 

Section 

t' 

No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

15.0 

12 

.24 

6 

5k 

1511 

4H 

8 

Sk 

VA 

n 

it 

“ 

5Vs 

16i^ 

€t 

20.0 

ii 

.88 
i i 

5k 

1511 

2V8 

IVs 

Vs 

5Vs 

16i^ 

25.0 

H 

.53 

5k 

151f 

2k 

Ik 

ii 

C88 

ii 

Vs 

“ 

5Vs 

16i^ 

30.0 

H 

.68 

5k 

1511 

2^ 

in 

ii 

“ 

Vs 

i i 

5Vs 

16^ 

i i 

35.0 

ii 

.82 

5k 

1511 

2^ 

2^A 

Vs 

ii 

5Vs 

16A 

20.5 

i i 

14 

H 

.28 

7 

6k 

18k 

5Vs 

SVs 

(< 

Ik 

ii 

Vs 

6Vs 

19i^ 

25.0 

H 

.39 

6k 

18k 

Sk 

m 

ii 

Vs 

ii 

6V8 

19A 

12" 

30.0 

H 

.51 

6k 

18M 

SVs 

2 

C41 

(( 

Ys 

“ 

6Vs 

19^ 

<( 

ii 

35.0 

k 

.64 

6k 

18^ 

Sk 

21^ 

ii 

40.0 

ii 

Vs 

“ 

6Vs 

19^ 

k 

.76 

6k 

18k 

s^ 

2k 

Ys 

6Vs 

19A 

33.0 

ii 

17 

Vs 

.40 

8H 

7% 

23,^ 

6k 

4K 

5k 

IVs 

H 

ii 

8k 

2311 

35.0 

Vs 

.43 

<( 

IVs 

23A 

4^ 

in 

H 

8k 

2311 

15" 

40.0 

Vs 

.52 

7K 

23i^ 

ii 

2^ 

C53 

ii 

H 

<( 

8k 

2311 

45.0 

Vs 

.62 
i i 

7K 

23A 

4^ 

<< 

2k 

“ 

H 

8k 

23H 

it 

50.0 

i i 

Vs 

.72 

7y8 

23^ 

4^ 

H 

ii 

8k 

2311 

<( 

55.0 

.1 

Vs 

k 

.82 

7% 

8k 

23A 

2311 

gfi 

200  CAMBBIA  STEEL. 


DIMENSIONS  FOR  PLATE  AND  CHANNEL 
COLUMNS. 


}< — G — — C — ^ 


N 

V • 

1 — 1 — 

v! 

-A-4^A-: 

1 

”4 

<-t  i 

d 

a 

I u i ' 

j<-  _ -1)— >j<— 

SERIES  B. 


Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot. 

Size  of  Plates. 

t 

b 

d 

H 

c 

E 

A 

m 

Width. 

Thick- 

ness 

t' 

No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

8.0 

ii 

9 

.20 

4^ 

3^ 

IIH 

3H 

tt 

2A 

2^ 
i t 

llV 

ii 

“ 

% 

ii 

i i 

11^ 

10.5 

(( 

.32 

It 

m 

IIH 

tt 

2A 

tt 

6" 

<( 

Vs 

It 

11^ 

1 1 

tt 

i i 

C17 

13.0 

<( 

H 

.44 

“ 

3^ 

IIH 

tt 

2^ 

tt 

Ifi 

Vs 

** 

It 

3^ 

11^ 

tt 

tt 

“ 

15.5 

i < 

<1 

H 

.56 

It 

It 

3^ 

IIH 

tt 

If 

1^ 

Vs 

It 

3^ 

11^ 

tt 

tt 

ii 

9.75 

11 

.21 

5H 

It 

3^ 

13A 

4K 

tt 

3A 

SH 

“ 

Vs 

4H 

13^ 

ii 

12.25 

ii 

.32 

“ 

3M 

13i^ 

tt 

2M 

tt 

lA 

« i 

ii 

Ks 

4H 

13^ 

tt 

tt 

7" 

14.75 

i i 

H 

.42 

i i 

It 

3^ 

13A 

tt 

0 13 
<0T6 

tt 

Ip 

C21 

“ 

i i 

Vs 

It 

4^ 

133/i 

tt 

tt 

17.25 

ii 

H 

.53 

It 

3^ 

13A 

It 

tt 

13^ 

i t 

Vs 

** 

4K 

13M 

** 

ii 

tt 

“ 

19.75 

< i 

i i 

H 

.63 

It 

3M 

13A 

tt 

2% 

tt 

IVs 

Vs 

ii 

It 

4:Vs 

13M 

tt 

tt 

11.25 

12 

H 

.22 

6 

4K 

14H 

4^ 

Sfe 

SH 

VA 

% 

“ 

It 

4^ 

153^ 

** 

13.75 

It 

M 

.31 

4^ 

14H 

1 1 

3A 

1 1 

\¥ 

8" 

It 

Vs 

It 

4^ 

15H 

ii 

tt 

C25 

16.25 

It 

H 

.40 

It 

4^ 

14H 

tt 

3^ 

ii 

tt 

IVs 

<( 

Vs 

< ( 

** 

45^ 

15H 

“ 

18.75 

It 

}4 

.49 

11 

4^ 

14H 

tt 

m 

iy2 

It 

Vs 

“ 

It 

45^ 

15H 

tt 

21.25 

ii 

It 

H 

.58 

** 

4M 

14H 

tt 

3A 

tt 

\fs 

It 

Va 

ii 

tt 

4^ 

153^ 

** 

ii 

tt 

13.25 

ii 

13 

H 

.23 

6H 

4M 

163^ 

5H 

m 

4 

IVs 

ii 

Vs 

“ 

5^ 

16^ 

“ 

9" 

15.00 

i i 

H 

.29 

It 

4^ 

163^ 

tt 

SH 

** 

C29 

it 

i i 

Vs 

ii 

** 

51^ 

16^ 

tt 

ii 

20.00 

ii 

M 

.45 

tt 

16H 

3^ 

ii 

ii 

1^ 

** 

ii 

ii 

tt 

bVs 

16^ 

“ 

ii 

25.00 

H 

.61 

tt 

4^ 

163^ 

tt 

SVs 

ii 

IH 

% 

“ 

tt 

5^ 

16^ 

** 

tt 

ii 

ii 

CAMBRIA  STEEL.  201 


DIMENSIONS  FOR  PLATE  AND  CHANNEL 
COLUMNS. 


k- 

-G->k-G- 
i ! 

1 

^ ” 

t'  1 

irt 

^ d 

-a-4<-a-^ 

“i 

T 

d 

d 

— K- 

I u i 

[<-— 1)-— >{<— 


SERIES  B. 


Depth 

of 

Weight 

Size  of 

Plates. 

Channel 

per 

Thick- 

t 

b 

d 

H 

c 

E 

A 

m 

and 

Foot. 

Width. 

ness. 

Section 

t' 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

15.0 

(( 

15 

.24 

7^ 

534 

18^ 

6 

434 

(t 

434 

134 

44 

5^ 

1834 

a 

20.0 

.38 

5M 

18^ 

4% 

134 

ii 

ii 

5^ 

1834 

10" 

25.0 

.53 

534 

18^ 

434 

ly 

C33 

ii 

44 

5^ 

1834 

a 

it 

30.0 

H 

.68 

534 

18A 

1* 

“ 

Vs 

5^ 

1834 

it 

35.0 

H 

.82 

534 

18A 

8« 

ii 

2* 

ys 

534 

1834 

it 

20.5 

16 

H 

.28 

8 

634 

20A 

634 

434 

it 

534 

134 

Vs 

44 

634 

2034 

25.0 

.39 

634 

20* 

434 

134 

12" 

ti 

Vs 

it 

63^ 

2034 

ii 

ii 

C41 

30.0 

H 

.51 

634 

20* 

434 

it 

2 

Vs 

44 

634 

2034 

it 

35.0 

ii 

H 

.64 

634 

20* 

434 

234 

ii 

Vs 

it 

634 

2034 

i i 

40.0 

n 

.76 

ii 

634 

20* 

4^ 

234 

it 

y 

634 

2034 

33.0 

ii 

20 

Vs 

.40 

10 

7K 

25* 

834 

GH 

634 

1% 

H 

“ 

834 

25* 

35.0 

ii 

Vs 

.43 

734 

25* 

6* 

1* 

ii 

H 

834 

25* 

i i 

15" 

40.0 

Vs 

.52 

734 

25* 

634 

2 

C53 

14 

y 

834 

25* 

it 

** 

45.0 

Vs 

.62 

734 

25* 

GH 

234 

ii 

“ 

M 

4 4 

834 

25* 

50.0 

.72 

734 

25* 

6* 

234 

ii 

“ 

H 

4 4 

834 

25* 

it 

55.0 

Vs 

.82 

4 4 

734 

25* 

5* 

it 

2* 

H 

834 

25* 

<( 

202 


CAMBRIA  STEEL. 


MOMENTS  OF  INERTIA  AND 
SECTION  MODULI  FOR 
PLATE  AND  CHAN- 
NEL  COLUMNS. 


2 


1 

r 

-1 

1 

j. 

2 


De^th 

Chan- 

nel 

and 

Section 

Num- 

ber. 

Weight 

per 

Foot. 

SERIES  A. 

SERIES  B. 

Width  of  Plate. 

1 Thickness  of  Plate. 

Axis  1-1. 

Axis  2-2. 

Width  of  Plato. 

1 Thickness  of  Plate. 

Axis  1-1, 

Axis  2-2. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

In8.3 

8.00 

8 

65.1 

20.0 

48.4 

12.1 

9 

70.0 

21.5 

69.6 

15.5 

a 

A 

75.9 

22.9 

53.7 

13.4 

A 

82.1 

24.8 

77.2 

17.2 

87.0 

25.8 

59.0 

14.8 

a 

Vs 

94.7 

28.1 

84.8 

18.9 

6 

u 

1^ 

98.6 

28.7 

64.4 

16.1 

a 

tV 

107.8 

31.4 

92.4 

20.5 

C 17 

a 

u 

110.7 

31.6 

69.7 

17.4 

121.3 

34.6 

100.0 

22.2 

a 

123.1 

34.6 

75.0 

18.8 

135.3 

38.0 

107.6 

23.9 

136.1 

37.5 

80.4 

20.1 

Vs 

149.8 

41.3 

115.2 

25.6 

10.50 

8 

69.3 

21.3 

52.5 

13.1 

9 

74.2 

22.8 

76.5 

17.0 

80.1 

24.2 

57.8 

14.5 

■A 

86.3 

26.1 

84.1 

18.7 

u 

91.2 

27.0 

63.1 

15.8 

a 

Vs 

98.9 

29.3 

91.7 

20.4 

6 

u 

IT 

102.8 

29.9 

68.5 

17.1 

IT 

112.0 

32.6 

99.3 

22.1 

C 17 

114.9 

32.8 

73.8 

18.5 

« 

Vi, 

125.5 

35.8 

106.9 

23.8 

« 

u 

127.3 

35.7 

79.1 

19.8 

u 

139.5 

39.2 

114.5 

25.4 

u 

140.3 

38.7 

84.5 

21.1 

u 

154.0 

42.5 

122.1 

27.1 

13.00 

8 

73.7 

22.7 

56.5 

14.1 

9 

H 

78.6 

24.2 

83.4 

18.5 

A 

84.5 

25.5 

61.9 

15.5 

IT 

90.7 

27.4 

91.0 

20.2 

Vs 

95.6 

28.3 

67.2 

16.8 

103.3 

30.6 

98.6 

21.9 

6 

u 

IT 

107.2 

31.2 

72.5 

18.1 

116.4 

33.9 

106.2 

23.6 

C 17 

a 

34 

119.3 

34.1 

77.9 

19.5 

u 

34 

129.9 

37.1 

113.7 

25.3 

131.7 

37.0 

83.2 

20.8 

143.9 

40.4 

121.3 

27.0 

u 

144.7 

39.9 

88.5 

22.1 

158.4 

43.7 

128.9 

28.7 

15.50 

8 

78.1 

24.0 

60.0 

15.0 

9 

H 

83.0 

25.5 

89.5 

19.9 

u 

u 

IT 

88.9 

26.8 

65.4 

16.3 

IT 

95.1 

28.7 

97.1 

21.6 

Vs 

100.0 

29.6 

70.7 

17.7 

U 

107.7 

31.9 

104.7 

23.3 

6 

u 

IT 

111.6 

32.5 

76.0 

19.0 

a 

IT 

120.8 

35.1 

112.3 

25.0 

C 17 

a 

« 

34 

123.7 

35.3 

81.4 

20.3 

134.3 

38.4 

119.9 

26.6 

u 

136.1 

38.2 

86.7 

21.7 

u 

148.3 

41.6 

127.4 

28.3 

u 

« 

149.1 

41.1 

92.0 

23.0 

162.8 

44.9 

135.0 

30.0 

CAMBKIA  STEEL. 


203 


MOMENTS  OF  INERTIA  AND 
SECTION  MODULI  FOR 
PLATE  AND  CHAN- 
NEL COLUMNS. 


Depth 

of 

Chan- 

nel 

and 

Section 

Num- 

ber. 

Weight 

per 

Foot. 

SERIES  A. 

SERIES  B. 

"el 

O 

'TJ 

1 

Pi 

1 

Axis  1-1. 

Axis  2-2. 

1 

Pi 

“S 

I 

'i 

Axis  1-1. 

Axis  2-2. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

lns.4 

Ins.3 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

9.75 

9 

H 

101.4 

27.0 

70.6 

15.7 

11 

M 

114.5 

30.5 

130.9 

23.8 

a 

117.4 

30.8 

78.1 

17.4 

5 

16 

134.2 

35.2 

144.7 

26.3 

Vs 

134.1 

34.6 

85.8 

19.1 

U 

Vs 

154.5 

39.9 

158.6 

28.8 

yyrf 

u 

151.3 

38.4 

93.4 

20.8 

ire 

175.5 

44.6 

172.5 

31.4 

C21 

a 

y2 

169.0 

42.2 

101.0 

22.4 

u 

197.1 

49.3 

186.3 

33.9 

187.2 

46.1 

108.5 

24.1 

u 

219.5 

54.0 

200.2 

36.4 

u 

Vs 

206.2 

50.0 

116.1 

25.8 

242.5 

58.8 

214.1 

38.9 

225.6 

53.9 

123.8 

27.5 

a 

ii 

266.3 

63.6 

227.9 

41.4 

H 

245.5 

57.8 

131.3 

29.2 

u 

K 

290.7 

68.4 

241.8 

44.0 

12.25 

9 

y 

107.6 

28.7 

76.3 

17.0 

11 

K 

120.7 

32.2 

144.0 

26.2 

u 

A' 

123.6 

32.4 

83.9 

18.6 

140.4 

36.8 

157.9 

28.7 

U 

u 

Vs 

140.3 

36.2 

91.5 

20.3 

u 

Vs 

160.7 

41.5 

171.8 

31.2 

rjf// 

U 

u 

157.5 

40.0 

99.1 

22.0 

Te 

181.7 

46.1 

185.6 

33.8 

C21 

175.2 

43.8 

106.7 

23.7 

203.3 

50.8 

199.5 

36.3 

a 

1^ 

193.4 

47.6 

114.3 

25.4 

« 

A 

225.7 

55.6 

213.4 

38.8 

u 

u 

Vs 

212.4 

51.5 

121.9 

27.1 

« 

248.7 

60.3 

227.2 

41.3 

u 

u 

231.8 

55.4 

129.5 

28.8 

xi 

272.5 

65.1 

241.1 

43.8 

u 

“ 

251.7 

59.2 

137.1 

30.5 

296.9 

69.9 

255.0 

46.4 

14.75 

9 

113.6 

30.3 

81.5 

18.1 

11 

¥ 

126.7 

33.8 

156.3 

28.4 

129.6 

34.0 

89.1 

19.8 

!re 

146.4 

38.4 

170.1 

30.9 

a 

% 

146.3 

37.7 

96.7 

21.5 

« 

166.7 

43.0 

184.0 

33.5 

a 

_2_ 

163.5 

41.5 

104.3 

23.2 

u 

ire 

187.7 

47.7 

197.8 

36.0 

C 21 

u 

u 

181.2 

45.3 

111.9 

24.9 

34 

209.3 

52.3 

211.7 

38.5 

u 

“ 

199.4 

49.1 

119.5 

26.5 

A 

231.7 

57.0 

225.6 

41.0 

a 

Vs 

218.4 

53.0 

127.1 

28.2 

254.7 

61.8 

239.4 

43.5 

u 

H 

237.8 

56.8 

134.7 

29.9 

u 

278.5 

66.5 

253.3 

46.1 

« 

u 

K 

257.7 

60.6 

142.3 

31.6 

H 

302.9 

71.3 

267.2 

48.6 

17.25 

9 

H 

119.6 

31.9 

85.9 

19.1 

11 

¥ 

132.7 

35.4 

167.1 

30.4 

“ 

135.6 

35.6 

93.4 

20.8 

A 

152.4 

40.0 

181.0 

32.9 

Vs 

152.3 

39.3 

101.1 

22.5 

172.7 

44.6 

194.9 

35.4 

ryu 

u 

169.5 

43.1 

108.7 

24.2 

7 

16 

193.7 

49.2 

208.7 

38.0 

C 21 

u 

u 

187.2 

46.8 

116.2 

25.8 

34 

215.3 

53.8 

222.6 

40.5 

u 

205.4 

50.6 

123.8 

27.5 

a 

ire 

237.7 

58.5 

236.5 

43.0 

224.4 

54.4 

131.4 

29.2 

u 

54 

260.7 

63.2 

250.3 

45.5 

u 

« 

H 

243.8 

58.2 

139.1 

30.9 

a 

284.5 

67.9 

264.2 

48.0 

u 

« 

K 

263.7 

62.1 

146.6 

32.6 

H 

308.9 

72.7 

278.1 

50.6 

19.75 

9 

125.6 

33.5 

90.3 

20.1 

11 

H 

138.7 

37.0 

178.2 

32.4 

« 

ire 

141.6 

37.1 

97.9 

21.8 

u 

A 

158.4 

41.5 

192.0 

34.9 

158.3 

40.8 

105.5 

23.4 

Vs 

178.7 

46.1 

205.9 

37.4 

7" 

“ 

175.5 

44.6 

113.1 

25.1 

u 

ijy 

199.7 

50.7 

219.7 

40.0 

C 21 

u 

193.2 

48.3 

120.7 

26.8 

u 

K 

221.3 

55.3 

233.6 

42.5 

u 

“ 

211.4 

52.0 

128.3 

28.5 

ire 

243.7 

60.0 

247.5 

45.0 

u 

Vs 

230.4 

55.9 

135.9 

30.2 

a 

Vs 

266.7 

64.7 

2613 

47.5 

H 

249.8 

59.7 

143.5 

31.9 

H 

290.5 

69.4 

275.2 

50.0 

H 

269.7 

63.5 

151.1 

33.6 

M 

314.9 

74.1 

289.1 

52.6 

204 


CAMBRIA  STEEL. 


MOMENTS  OF  INERTIA  AND 
SECTION  MODULI  FOR 
PLATE  AND  CHAN- 
NEL COLUMNS. 


2 


4 

> 

rs 

1 

r 

1 

1 

2 


Depth 

SERIES  A. 

SERIES  B. 

of 

Chan- 

Weight 

J 

1 

Axis  1-1. 

Axis  2-2. 

1 

3 

Axis  1-1. 

Axis  2-2. 

nel 

and 

ner 

Foot. 

*o 

CO 

Mo- 

ment 

Section 

Mo- 

ment 

Section 

o 

pca 

1 

Mo- 

ment 

Section 

Mo- 

ment 

Section 

Section 

of 

Mod- 

Mod- 

of 

Mod- 

of 

Mod- 

Num- 

ber. 

? 

s 

Inertia. 

ulus. 

Inertia. 

ulus. 

i 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

11.25 

10 

149.7 

35.2 

104.0 

20.8 

12 

K 

166.7 

39.2 

181.1 

30.2 

U 

A 

172.6 

40.0 

114.4 

22.9 

194.2 

45.0 

199.1 

33.2 

U 

a 

H 

196.2 

44.9 

124.9 

25.0 

U 

Vs 

222.5 

50.9 

217.1 

36.2 

8" 

C25 

“ 

220.5 

49.7 

135.3 

27.1 

251.7 

56.7 

235.1 

39.2 

“ 

a 

245.4 

54.5 

145.7 

29.1 

a 

281.6 

62.6 

253.1 

42.2 

a 

a 

iV 

271.1 

59.4 

156.1 

31.2 

a 

A 

312.4 

68.5 

271.1 

45.2 

297.5 

64.3 

166.5 

33.3 

Vs 

344.1 

74.4 

289.1 

48.2 

“ 

H 

324.6 

69.2 

176.9 

35.4 

H 

376.6 

80.3 

307.1 

51.2 

u 

a 

% 

352.4 

74.2 

187.4 

37.5 

a 

H 

410.0 

86.3 

325.1 

54.2 

13.75 

10 

157.1 

37.0 

111.6 

22.3 

12 

174.1 

41.0 

196.4 

32.7 

A 

180.0 

41.7 

122.0 

24.4 

A 

201.6 

46.8 

214.4 

35.7 

203.6 

46.5 

132.4 

26.5 

Vs 

229.9 

52.6 

232.4 

38.7 

8" 

C25 

u 

iV 

227.9 

51.4 

142.8 

28.6 

259.1 

58.4 

250.4 

41.7 

252.8 

56.2 

153.2 

30.6 

289.0 

64.2 

268.4 

44.7 

“ 

A 

278.5 

61.0 

163.6 

32.7 

u 

319.8 

70.1 

286.4 

47.7 

a 

“ 

304.9 

65.9 

174.1 

34.8 

« 

Vs 

351.5 

76.0 

304.4 

50.7 

u 

332  0 

70.8 

184.5 

36.9 

IX 

384.0 

81.9 

322.4 

53.7 

“ 

“ 

359.8 

75.8 

194.9 

39.0 

y 

417.4 

87.9 

340.4 

56.7 

16.25 

10 

164.9 

38.8 

119.4 

23.9 

12 

H 

181.9 

42.8 

212.5 

35.4 

u 

A 

187.8 

43.6 

129.8 

26.0 

u 

A 

209.4 

48.6 

230.5 

38.4 

u 

u 

211.4 

48.3 

140.2 

28.0 

Vs 

237.7 

54.3 

248.5 

41.4 

8" 

C25 

u 

235.7 

53.1 

150.6 

30.1 

iV 

266.9 

60.1 

266.5 

44.4 

u 

H 

260.6 

57.9 

161.0 

32.2 

u 

296.8 

66.0 

284.5 

47.4 

u 

“ 

286.3 

62.8 

171.5 

34.3 

“ 

327.6 

71.8 

302.5 

50.4 

u 

ys 

312.7 

67.6 

181.9 

36.4 

Vs 

359.3 

77.7 

320.5 

53.4 

u 

H 

339.8 

72.5 

192.3 

38.5 

XL 

391.8 

83.6 

338.5 

56.4 

a 

“ 

H 

367.6 

77.4 

202.7 

40.5 

H 

425.2 

89.5 

356.5 

59.4 

18.75 

10 

K 

172.7 

40.6 

126.3 

25.3 

12 

H 

189.7 

44.6 

227.3 

37.9 

“i 

“ 

195.6 

45.4 

136.7 

27.4 

A 

Vs 

217.2 

50.4 

245.3 

40.9 

Vs 

219.2 

50.1 

147.2 

29.4 

u 

245.5 

56.1 

263.3 

43.9 

8" 

C25 

u 

IT 

243.5 

54.9 

157.6 

31.5 

u 

274.7 

61.9 

281.3 

46.9 

u 

u 

268.4 

59.7 

168.0 

33.6 

304.6 

67.7 

299.3 

49.9 

u 

294.1 

64.5 

178.4 

35.7 

a 

ire 

335.4 

73.5 

317.3 

52.9 

u 

“ 

Vs 

320.5 

69.3 

188.8 

37.8 

Vs 

367.1 

79.4 

335.3 

55.9 

u 

a 

347.6 

74.2 

199.2 

39.9 

H 

399.6 

85.2 

353.3 

58.9 

“ 

a 

% 

375.4 

79.0 

209.7 

41.9 

u 

% 

433.0 

91.2 

371.3 

61.9 

21.25 

10 

180.7 

42.5 

133.0 

26.6 

12 

M 

197.7 

46.5 

241.7 

40.3 

“ 

"ie 

203.6 

47.2 

143.4 

28.7 

225.2 

52.2 

259.7 

43.3 

u 

Vs 

227.2 

51.9 

153.8 

30.8 

Vs 

253.5 

58.0 

277.7 

46.3 

8" 

C25 

u 

251.5 

56.7 

164.2 

32.8 

7 

16 

282.7 

63.7 

295.7 

49.3 

a 

“ 

276.4 

61.4 

174.6 

34.9 

u 

312.6 

69.5 

313.7 

52.3 

u 

a 

302.1 

66.2 

185.0 

37.0 

ire 

343.4 

75.3 

331.7 

55.3 

u 

u 

328.5 

71.0 

195.5 

39.1 

Vs 

375.1 

81.1 

349.7 

58.3 

“ 

u 

H 

355.6 

75.9 

205.9 

41.2 

a 

407.6 

87.0 

367.7 

61.3 

u 

u 

383.4 

80.7 

216.3 

43.3 

a 

H 

441.0 

92.8 

385.7 

64.3 

CAMBRIA  STEEL. 


205 


MOMENTS  OF  INERTIA  AND 
SECTION  MODULI  FOR 
PLATE  AND  CHAN- 
NEL COLUMNS. 


. r\ 

Ol-. 

1 ■ - 

r 

L — 

A 

A. 

Depth 

of 

Chan- 

nel 

and 

Section 

Num- 

ber. 

Weight 

per 

Foot. 

SERIES  A. 

SERIES  B. 

1 Width  of  Plate.  | 

Thickness  of  Plate.  | 

Axis  1-1. 

Axis  2-2. 

Width  of  Plate. 

Thickness  of  Plate. 

Axis  1-1. 

Axis  2-2. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.< 

Ins.3 

In. 

In. 

Ins.^ 

Ins.3 

Ins.'* 

Ins.3 

13.25 

11 

K 

212.3 

44.7 

147.9 

26.9 

13 

V 

233.7 

49.2 

244.3 

37.6 

a 

243.8 

50.7 

161.8 

29.4 

IT 

270.8 

56.3 

267.2 

41.1 

u 

^8 

276.0 

56.6 

175.6 

31.9 

u 

308.9 

63.4 

290.1 

44.6 

9" 

a 

309.0 

62.6 

189.4 

34.4 

7 

16 

348.1 

70.5 

313.0 

48.2 

C29 

u 

343.0 

68.6 

203.3 

37.0 

3^ 

388.2 

77.6 

335.9 

51.7 

a 

a 

377.9 

74.7 

217.3 

39.5 

IT 

429.3 

84.8 

358.8 

55.2 

“ 

a 

Vs 

413.5 

80.7 

231.1 

42.0 

Vs 

471.5 

92.0 

381.6 

58.7 

a 

H 

449.9 

86.7 

244.9 

44.5 

u 

11 

1 6 

514.7 

99.2 

404.5 

62.2 

a 

a 

487.5 

92.9 

258.8 

47.1 

558.9 

106.5 

427.4 

65.8 

15.00 

11 

219.5 

46.2 

155.4 

28.3 

13 

34 

240.9 

50.7 

258.5 

39.8 

u 

251.0 

52.2 

169.3 

30.8 

_5_ 

278.0 

57.8 

281.4 

43.3 

« 

« 

283.2 

58.1 

183.1 

33.3 

Vs 

316.1 

64.9 

304.3 

46.8 

9" 

u 

316.2 

64.0 

197.0 

35.8 

u 

IT 

355.3 

72.0 

327.2 

50.3 

C29 

u 

350.2 

70.0 

210.9 

38.3 

u 

34 

395.4 

79.1 

350.1 

53.9 

a 

a 

IT 

385.1 

76.1 

224.8 

40.9 

436.5 

86.2 

373.0 

57.4 

“ 

u 

420.7 

82.1 

238.6 

43.4 

« 

478.7 

93.4 

395.8 

60.9 

u 

“ 

457.1 

88.1 

252.4 

45.9 

u 

UL 

521.9 

100.6 

418.7 

64.4 

u 

a 

H 

494.7 

94.2 

266.3 

48.4 

H 

566.1 

107.8 

441.6 

67.9 

20.00 

11 

239.3 

50.4 

175.6 

31.9 

13 

H 

260.7 

54.9 

297.0 

45.7 

u 

270.8 

56.3 

189.5 

34.5 

u 

IT 

297.8 

61.9 

319.9 

49.2 

u 

a 

Vs 

303.0 

62.2 

203.3 

37.0 

u 

335.9 

68.9 

342.8 

52.7 

9" 

a 

u 

IT 

336.0 

68.0 

217.1 

39.5 

375.1 

76.0 

365.7 

56.3 

C29 

370.0 

74.0 

231.0 

42.0 

3^2 

415.2 

83.0 

388.6 

59.8 

u 

u 

404.9 

80.0 

244.9 

44.5 

u 

9 

16 

456.3 

90.1 

411.5 

63.3 

a 

440.5 

86.0 

258.8 

47.1 

498.5 

97.3 

434.3 

66.8 

a 

a 

476.9 

91.9 

272.6 

49.6 

541.7 

104.4 

457.2 

70.3 

a 

u 

H 

514.5 

98.0 

286.5 

52.1 

« 

H 

585.9 

111.6 

480.1 

73.9 

25.00 

11 

H 

259.1 

54.5 

194.6 

35.4 

13 

280.5 

59.1 

333.9 

51.4 

a 

u 

A 

290.6 

60.4 

208.5 

37.9 

317.6 

66.0 

356.8 

54.9 

u 

322.8 

66.2 

222.3 

40.4 

Vs 

355.7 

73.0 

379.7 

58.4 

9" 

u 

355.8 

72.1 

236.1 

42.9 

a 

IT 

394.9 

80.0 

402.5 

61.9 

C29 

u 

“ 

389.8 

78.0 

250.1 

45.5 

34 

435.0 

87.0 

425.4 

65.5 

u 

u 

424.7 

83.9 

264.0 

48.0 

476.1 

94.1 

448.3 

69.0 

a 

u 

Vs 

460.3 

89.8 

277.8 

50.5 

a 

Vs 

518.3 

101.1 

471.2 

72.5 

u 

tt 

496.7 

95.8 

291.6 

53.0 

« 

H 

561.5 

108.2 

494.1 

76.0 

“ 

H 

534.3 

101.8 

305.5 

55.6 

H 

605.7 

115.4 

517.0 

79.5 

206  CAMBRIA  STEEL. 


2 


MOMENTS  OF  INERTIA  AND 



Q-, 

SECTION  MODULI  FOR 

*1 

r 

1 

PLATE  AND  CHAN- 

NEL  COLUMNS.  — 

2 


Depth 

of 

Chan- 

nel 

and 

Section 

Num- 

ber. 

Weight 

per 

Foot, 

SERIES  A. 

SERIES  B. 

1 Width  of  Plate. 

ThicknessPlate. 

Axis  1-1. 

Axis  2-2. 

Width  of  Plate. 

ThicknessPlate. 

Axis  1-1. 

Axis  2-2. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Lbs. 

In. 

In. 

Ins.< 

Ins.3 

In8.4 

Ins.3 

In. 

“In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

15.0 

12 

291.4 

55.5 

195.4 

32.6 

15 

Va 

330.8 

63.0 

381.8 

50.9 

-A- 

333.3 

62.7 

213.4 

35.6 

A 

383.3 

72.1 

417.0 

55.6 

« 

376.1 

70.0 

231.4 

38.6 

% 

436.7 

81.2 

452.1 

60.3 

10" 

« 

419.9 

77.2 

249.4 

41.6 

u 

A 

491.6 

90.4 

487.3 

65.0 

C33 

« 

464.8 

84.5 

267.4 

44.6 

547.6 

99.6 

522.4 

69.7 

« 

U 

510.7 

91.8 

285.4 

47.6 

u 

TO 

605.1 

108.8 

557.6 

74.3 

« 

557.6 

99.1 

303.4 

50.6 

a 

663.6 

118.0 

592.7 

79.0 

U 

JJL 

605.6 

106.5 

321.4 

53.6 

H 

723.7 

127.3 

627.9 

83.7 

a 

“ 

654.7 

113.9 

339.4 

56.6 

a 

784.9 

136.5 

663.1 

88.4 

20.0 

12 

H 

315.0 

60.0 

220.1 

36.7 

15 

Va 

354.4 

67.5 

438.0 

58.4 

« 

356.9 

67.2 

238.1 

39.7 

_5_ 

406.9 

76.6 

473.1 

63.1 

u 

399.7 

74.4 

256.1 

42.7 

% 

460.3 

85.6 

508.3 

67.8 

10" 

« 

u 

443.5 

81.6 

274.1 

45.7 

u 

A 

515.2 

94.8 

543.4 

72.5 

C33 

488.4 

88.8 

292.1 

48.7 

u 

3^ 

571.2 

103.9 

578.6 

77.2 

u 

u 

534.3 

96.1 

310.1 

51.7 

9 

1 6 

628.7 

113.0 

613.8 

81.8 

u 

581.2 

103.3 

328.1 

54.7 

% 

687.2 

122.2 

648.9 

86.5 

629.2 

110.6 

346.1 

57.7 

747.3 

131.4 

684.1 

91.2 

u 

“ 

678.3 

118.0 

364.1 

60-7 

808.5 

140.6 

719.2 

95.9 

25.0 

12 

339.6 

64.7 

242.8 

40.5 

15 

379.0 

72.2 

491.8 

65.6 

u 

_5_ 

381.5 

71.8 

260.8 

43.5 

_5_ 

431.5 

81.2 

526.9 

70.3 

u 

% 

424.3 

78.9 

278.8 

46.5 

a 

% 

484.9 

90.2 

562.1 

75.0 

10" 

u 

_L 

468.1 

86.1 

296.8 

49.5 

“ 

539.8 

99.3 

597.3 

79.6 

C33 

u 

513.0 

93.3 

314.8 

52.5 

595.8 

108.3 

632.4 

84.3 

u 

558.9 

100.5 

332.8 

55.5 

u 

A 

653.3 

117.4 

667.6 

89.0 

u 

a 

% 

605.8 

107.7 

350.8 

58.5 

u 

711.8 

126.5 

702.7 

93.7 

« 

11 

653.8 

115.0 

368.8 

61.5 

771.9 

135.7 

737.9 

98.4 

u 

“ 

% 

702.9 

122.2 

386.8 

64.5 

u 

833.1 

144.9 

773.0 

103.1 

30.0 

12 

364.0 

69.3 

262.9 

43.8 

15 

403.4 

76.8 

541.6 

72.2 

-5_ 

405.9 

76.4 

280.9 

46.8 

TO 

455.9 

85.8 

576.8 

76.9 

a 

« 

% 

448.7 

83.5 

298.9 

49.8 

u 

% 

509.3 

94.8 

611.9 

81.6 

10" 

a 

A 

492.5 

90.6 

316.9 

52.8 

564.2 

103.8 

647.1 

86.3 

C33 

537.4 

97.7 

334.9 

55.8 

u 

620.2 

112.8 

682.2 

91.0 

u 

583.3 

104.9 

352.9 

58.8 

a 

TO 

677.7 

121.8 

717.4 

95.7 

« 

630.2 

112.0 

370.9 

61.8 

a 

736.2 

130.9 

752.5 

100.3 

a 

H 

678.2 

119.3 

388.9 

64.8 

« 

796.3 

140.0 

787.7 

105.0 

a 

“ 

727.3 

126.5 

406.9 

67.8 

« 

H 

857.5 

149.1 

822.9 

109.7 

35.0 

12 

388.6 

74.0 

281.7 

46.9 

15 

428.0 

81.5 

589.2 

78.6 

a 

« 

A 

430.5 

81.0 

299.7 

49.9 

a 

_5_ 

480.5 

90.4 

624.4 

83.3 

“ 

473.3 

88.1 

317.7 

52.9 

u 

Vs 

533.9 

99.3 

659.5 

87.9 

10" 

517.1 

95.1 

335.7 

55.9 

TO 

588.8 

108.3 

694.7 

92.6 

C 33 

a 

¥ 

562.0 

102.2 

353.7 

58.9 

644.8 

117.2 

729.8 

97.3 

a 

TO 

607.9 

109.3 

371.7 

61.9 

u 

702.3 

126.3 

765.0 

102.0 

654.8 

116.4 

389.7 

64.9 

% 

760.8 

135.3 

800.2 

106.7 

a 

702.8 

123.6 

407.7 

67.9 

u 

H 

820.9 

144.3 

835.3 

111.4 

u 

% 

751.9 

130.8 

425.7 

70.9 

H 

882.1 

153.4 

870.5 

116.1 

CAMBRIA  STEEL.  207 


2 


MOMENTS  OF  INERTIA  AND 

SECTION  MODULI  FOR 

r 

PLATE  AND  CHAN- 

NEL  COLUMNS. 

2 


Depth 

SERIES  A. 

SERIEi 

S B. 

ot 

Chan- 

Weight 

1 

1 Axis  1-1. 

Axis  2-2. 

Axis  1-1. 

Axis  2-2. 

nel 

and 

Section 

per 

Foot. 

"o 

1 

Mo- 

ment 

of 

Section 

Mod- 

Mo- 

ment 

of 

Section 

Mod- 

o 

1 

Mo- 

ment 

of 

Section 

Mod- 

Mo- 

ment 

of 

Section 

Mod- 

Nnm- 

her. 

S 

Inertia. 

ulus. 

Inertia. 

ulus. 

1 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins.< 

Ins.3 

Ins.4 

Ins.3 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

20.5 

14 

K 

518.9 

83.0 

371.3 

53.0 

16 

556.4 

89.0 

549.3 

68.7 

587.9 

93.1 

399.9 

57.1 

635.3 

100.6 

592.0 

74.0 

U 

U 

Vs 

658.3 

103.3 

428.4 

61.2 

Vs 

715.8 

112.3 

634.6 

79.3 

12" 

a 

iV 

730.1 

113.4 

457.0 

65.3 

“ 

797.8 

123.9 

677.3 

84.7 

C41 

ii 

803.4 

123.6 

485.6 

69.4 

a 

881.5 

135.6 

720.C 

90.0 

“ 

878.0 

133.8 

514.2 

73.5 

966.9 

147.3 

762.6 

95.3 

u 

954.1 

144.0 

542.8 

77.5 

« 

V 

1053.8 

159.1 

805.3 

100.7 

“ 

a 

H 

1031.6 

154.3 

571.4 

81.6 

« 

T6 

1142.4 

170.8 

848.0 

106.0 

u 

u 

H 

1110.6 

134.5 

599.9 

85.7 

H 

1232.7 

182.6 

890.6 

111.3 

25.0 

14 

550.7 

88.1 

409.9 

58.6 

16 

H 

588.2 

94.1 

610.8 

76.4 

u 

A 

619.7 

98.2 

438.5 

62.7 

« 

A 

667.1 

105.7 

653.4 

81.7 

“ 

690.1 

108.3 

467.1 

66.7 

Vs 

747.6 

117.3 

696.1 

87.0 

12" 

a 

u 

761.9 

118.4 

495.7 

70.8 

a 

829.6 

128.9 

738.8 

92.4 

C41 

u 

“ 

835.2 

128.5 

524.3 

74.9 

913.3 

140.5 

781.4 

97.7 

u 

tt 

909.8 

138.6 

552.9 

79.0 

a 

998.7 

152.2 

824.1 

103.0 

a 

u 

985.9 

148.8 

581.4 

83.1 

a 

Vs 

1085.6 

163.9 

868.8 

108.4 

u 

u 

H 

1063.4 

159.0 

610.0 

87.2 

a 

11 

1174.2 

175.6 

909.4 

113.7 

u 

u 

1142.4 

169.3 

638.6 

91.2 

a 

V 

1264.5 

187.3 

952.1 

119.0 

30.0 

14 

M 

585.9 

93.7 

450.2 

64.3 

16 

623.4 

99.7 

675.7 

84.5 

u 

M 

654.9 

103.7 

478.8 

68.4 

_5_ 

702.3 

111.3 

718.3 

89.S 

u 

U 

725.3 

113.8 

507.3 

72.5 

a 

V 

782.8 

122.8 

761.0 

95.1 

12" 

“ 

tV 

797.1 

123.8 

535.9 

76.6 

JL. 

864.8 

134.3 

803.7 

100.5 

C41 

u 

« 

870.4 

133.9 

564.5 

80.6 

(( 

984.5 

145.9 

846.3 

105.8 

M 

945.0 

144.0 

593.1 

84.7 

a 

1033.9 

157.5 

889.0 

111.1 

1021.1 

154.1 

621.7 

88.8 

u 

1120.8 

169.2 

931.6 

116.5 

u 

“ 

H 

1098.6 

164.3 

650.3 

92.9 

u 

11 

1209.4 

180.9 

974.3 

121.8 

“ 

H 

1177.6 

174.5 

678.8 

97.0 

u 

H 

1299.7 

192.6 

1017.0 

127.1 

35.0 

14 

621.3 

99.4 

484.9 

69.3 

16 

H 

658.8 

105.4 

733.6 

91.7 

“ 

h 

690.3 

109.4 

513.4 

73.4 

u 

!%■ 

737.7 

116.9 

776.3 

97.0 

a 

a 

Vs 

760.7 

119.3 

542.0 

77.4 

u 

Vs 

818.2 

128.3 

818.9 

102.4 

IS" 

u 

“ 

832.5 

129.3 

570.6 

81.5 

u 

A’ 

900.2 

139.8 

861.6 

107.7 

C41 

u 

a 

905.8 

139.4 

599.2 

85.6 

K 

983.9 

151.4 

904.3 

113.0 

a 

« 

A 

980.4 

149.4 

627.8 

89.7 

u 

A 

1069.3 

162.9 

946.9 

118.4 

“ 

a 

1056.5 

159.5 

656.4 

93.8 

u 

Vs 

1156.2 

174.5 

989.6 

123.7 

u 

« 

H 

1134.0 

169.6 

684.9 

97.9 

u 

1244.8 

186.1 

1032.3 

129.0 

“ 

H 

1213.0 

179.7 

713.5 

101.9 

u 

M 

1335.1 

197.8 

1074.9 

134.4 

40.0 

14 

H 

656.5 

105.0 

520.1 

74.3 

16 

694.0 

111.0 

792.1 

99.0 

“ 

725.5 

114.9 

548.7 

78.4 

_5_ 

772.9 

122.4 

834.8 

104.3 

u 

Vs 

795.9 

124.9 

577.2 

82.5 

Vs 

853.4 

133.9 

877.4 

109.7 

12" 

“ 

867.7 

134.8 

605.8 

86.6 

935.4 

145.3 

920.1 

115.0 

C41 

“ 

941.0 

144.8 

634.4 

90.6 

y2 

1019.1 

156.8 

962.8 

120.3 

“ 

1015.6 

154.8 

663.0 

94.7 

1104.5 

168.3 

1005.4 

125.7 

1091.7 

164.8 

691.6 

98.8 

u 

Vs 

1191.4 

179.8 

1048.1 

131.0 

“ 

a 

H 

1169.2 

174.8 

720.2 

102.9 

H 

1280.0 

191.4 

1090.8 

136.3 

* 

« 

1248.2 

184.9 

748.7 

107.0 

u 

H 

1370.3 

203.0 

1133.4 

141.7 

208 


CAMBRIA  STEEL. 


MOMENTS  OF  INERTIA  AND 
SECTION  MODULI  FOR 
PLATE  AND  CHAN- 
NEL COLUMNS. 


2 


4 

4 

r 

1 

2 


SERIES  A. 


SERIES  B. 


Depth 

of 

Chan- 

nel 

and 

Section 

Num- 

ber. 

Weight 

per 

i^oot. 

Width  of  Plato.  | 

Thickness  of  Plate.  | 

Axis  1-1. 

Axis  2-2. 

1 Width  of  Plate. 

Thickness  of  Plate. 

Axis  1-1. 

Axis  2-2. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Mo- 

ment 

of 

Inertia. 

Section 

Mod- 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

33.0 

17 

Vs 

1378.9 

175.1 

953.4 

112.2 

20 

Vs 

1511.8 

192.0 

1525.9 

152.6 

1512.0 

190.5 

1004.7 

118.2 

1668.1 

210.2 

1609.2 

160.9 

15" 

U 

1646.6 

205.8 

1055.7 

124.2 

y2 

1826.9 

228.4 

1692.5 

169.3 

C 53 

“ 

A 

1783.4 

221.2 

1106.8 

130.2 

1988.1 

246.6 

1775.9 

177.6 

Vs 

1922.9 

236.7 

1158.1 

136.2 

u 

2151.9 

264.9 

1859.2 

185.9 

a 

H 

2064.6 

252.2 

1209.4 

142.3 

u 

2318.2 

283.1 

1942.5 

194.3 

a 

a 

H 

2207.8 

267.6 

1260.4 

148.3 

“ 

2487.1 

301.5 

2025.9 

202.6 

35.0 

17 

Vh 

1393.5 

177.0 

971.7 

114.3 

20 

Vs 

1526.4 

193.8 

1557.3 

155.7 

1526.6 

192.3 

1023.0 

120.4 

1682.7 

212.0 

1640.7 

164.1 

15" 

u 

1661.2 

207.7 

1074.1 

126.4 

y 

1841.5 

230.2 

1724.0 

172.4 

C 53 

u 

A 

1798.0 

223.0 

1125.1 

132.4 

u 

A 

2002.7 

248.4 

1807.3 

180.7 

Vs 

1937.5 

238.5 

1176.4 

138.4 

2166.5 

266.6 

1890.7 

189.1 

2079.2 

254.0 

1227.7 

144.4 

H 

2332.8 

284.9 

1974.0 

197.4 

2222.4 

269.4 

1278.8 

150.4 

u 

2501.7 

303.2 

2057.3 

205.7 

40.0 

17 

Vs 

1448.7 

184.0 

1039.9 

122.3 

20 

% 

1581.6 

200.8 

1674.6 

167.5 

« 

1581.8 

199.3 

1091.2 

128.4 

u 

1737.9 

219.0 

1757.9 

175.8 

1716.4 

214.6 

1142.3 

134.4 

u 

1896.7 

237.1 

1841.2 

184.1 

15 

1853.2 

229.9 

1193.3 

140.4 

A 

2057.9 

255.3 

1924.6 

192.5 

C 53 

u 

« 

Vs 

1992  7 

245.3 

1244.6 

146.4 

Vs 

2221.7 

273.4 

2007.9 

200.8 

IX 

2134.4 

260.7 

1295.9 

152.5 

u 

2388.0 

291.7 

2091.2 

209.1 

% 

2277.6 

276.1 

1347.0 

158.5 

2556.9 

309.9 

2174.6 

217.5 

45.0 

17 

Vs 

1503.9 

191.0 

1105.4 

130.1 

20 

Vs 

1636.8 

207.9 

1788.6 

178.9 

1637.0 

206.2 

1156.8 

136.1 

IT 

1793.1 

225.9 

1871.9 

187.2 

15" 

1771.6 

221.5 

1207.9 

142.1 

u 

1951.9 

244.0 

1955.3 

195.5 

C 53 

A 

1908.4 

236.7 

1258.9 

148.1 

u 

2113.1 

262.1 

2038.6 

203.9 

u 

Vs 

2047.9 

252.0 

1310.2 

154.2 

u 

2276.9 

280.2 

2121.9 

212.2 

“ 

« 

xi 

2189.6 

267.4 

1361.5 

160.2 

u 

JJL 

16 

2443.2 

298.4 

2205.3 

220.5 

u 

M 

2332.8 

282.8 

1412.6 

166.2 

u 

2612.1 

316.6 

2288.6 

228.9 

50.0 

17 

Vs 

1559.1 

198.0 

1165.3 

137.1 

20 

Vs 

1692.0 

214.9 

1894.9 

189.5 

“ 

1692.2 

213.2 

1216.6 

143.1 

« 

7 

16 

1848.3 

232.9 

1978.2 

197.8 

1826.8 

228.4 

1267.7 

149.1 

2007.1 

250.9 

2061.5 

206.2 

15 

u 

A 

1963.6 

243.5 

1318.7 

155.1 

u 

A 

2168.3 

268.9 

2144.9 

214.5 

C 53 

2103.1 

258.8 

1370.0 

161.2 

2332.1 

287.0 

2228.2 

222.8 

H 

2244.8 

274.2 

1421.3 

167.2 

H 

2498.4 

305.2 

2311.5 

231.2 

u 

2388.0 

289.5 

1472.4 

173.2 

u 

H 

2667.3 

323.3 

2394.9 

239.5 

55.0 

17 

Vs 

1614.1 

205.0 

1223.4 

143.9 

20 

H 

1747.0 

221.9 

1998.8 

199.9 

1747.2 

220.1 

1274.7 

150.0 

IT 

1903.3 

239.8 

2082.1 

208.2 

u 

1881.8 

235.2 

1325.7 

156.0 

2062.1 

257.8 

2165.5 

216.6 

15 

“ 

2018.6 

250.4 

1376.8 

162.0 

2223.3 

275.8 

2248.8 

224.9 

C 53 

u 

2158.1 

265.6 

1428.1 

168.0 

Vs 

2387.1 

293.8 

2332.1 

233.2 

a 

2299.8 

280.9 

1479.4 

174.0 

u 

2553.4 

311.9 

2415.5 

241.6 

a 

H 

2443.0 

296.1 

1530.4 

180.1 

u 

H 

2722.3 

330.0 

2498.8 

249.9 

CAMBEIA  STEEL. 


209 


TYPICAL  DETAILS  OF  PLATE  GIRDERS,  COLUMN 
BASES  AND  STEEL  COLUMNS. 


210  CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
FOR  I-BEAMS  USED  AS  COLUMNS 
WITH  SQUARE  ENDS. 


Based  on  Gordon’s  Formula,  P = - • Safety  factor  4. 

1-L  J- -r 
^36  000  r2 


Septh  of 

Beam 

and 

Section 

Weight 

per 

Foot. 

Area 

of 

Section. 

Least 

Radius 

of 

Gyration. 

Length  in  Feet. 

Number. 

Pounds. 

Sq.  Ins. 

Inch. 

2 

3 

4 

5 

6 

7 

8 

3" 

5.5 

1.63 

.53 

19 

18 

17 

15 

13 

12 

11 

B5 

6.5 

1.91 

.52 

23 

21 

19 

17 

16 

14 

12 

7.5 

2.21 

.52 

26 

24 

22 

20 

18 

16 

14 

7.5 

2.21 

.59 

26 

25 

23 

21 

20 

18 

16 

4" 

8.5 

2.50 

.58 

30 

28 

26 

24 

22 

20 

18 

B9 

9.5 

2.79 

.58 

33 

31 

29 

27 

24 

22 

20 

10.5 

3.09 

.57 

37 

35 

32 

29 

27 

24 

22 

5" 

B 13 

9.75 

2.87 

.65 

35 

33 

31 

29 

27 

24 

22 

12.25 

3.60 

.63 

43 

41 

39 

36 

33 

30 

27 

14.75 

4.34 

.63 

52 

50 

47 

43 

40 

36 

33 

6' 

B 17 

12.25 

3.61 

.72 

44 

42 

40 

38 

35 

33 

30 

14.75 

4.34 

.69 

52 

51 

48 

45 

42 

39 

35 

17.25 

5.07 

.68 

61 

59 

56 

52 

48 

44 

41 

lyn 

15.0 

4.42 

.78 

54 

52 

50 

47 

45 

42 

39 

B21 

17.5 

5.15 

.76 

63 

61 

58 

55 

52 

48 

45 

20.0 

5.88 

.74 

71 

69 

66 

62 

58 

54 

50 

18.00 

5.33 

.84 

65 

63 

61 

58 

55 

52 

49 

8" 

20.25 

5.96 

.82 

73 

71 

68 

65 

61 

58 

54 

B25 

22.75 

6.69 

.81 

82 

79 

76 

72 

69 

65 

60 

25.25 

7.43 

.80 

91 

88 

84 

80 

76 

71 

66 

21.0 

6.31 

.90 

77 

76 

73 

70 

67 

63 

60 

9" 

25.0 

7.35 

.88 

90 

88 

85 

81 

78 

73 

69 

B29 

30.0 

8.82 

.85 

108 

105 

101 

97 

92 

87 

81 

35.0 

10.29 

.84 

126 

122 

118 

112 

107 

101 

95 

25.0 

7.37 

.97 

91 

89 

86 

83 

80 

76 

73 

10" 

30.0 

8.82 

.93 

108 

106 

103 

99 

94 

90 

85 

B33 

35.0 

10.29 

.91 

126 

123 

119 

115 

110 

104 

98 

40.0 

11.76 

.90 

144 

141 

136 

131 

125 

118 

112 

12" 

B41 

31.5 

9.26 

1.01 

114 

112 

109 

105 

102 

97 

93 

35.0 

10.29 

.99 

127 

124 

121 

117 

112 

107 

102 

40.0 

11.76 

.96 

144 

142 

137 

133 

127 

121 

115 

CAMBBIA  STEEL.  211 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
FOR  I-BEAMS  USED  AS  COLUMNS 
WITH  SQUARE  ENDS. 


Based  on  Gordon’s  Formula,  P = . . Safety  factor  4. 

■^36  000  r2 


Length  in  Feet. 

Weight 

per 

Foot. 

Depth  of 

Beam 

and 

Section 

Numher. 

9 

10 

11 

12 

13 

14 

15 

16 

17 

Pounds. 

9 

5.5 

3’’ 

K. 

11 

6.5 

xS  O 

13 

7.5 

14 

13 

7.5 

16 

14 

8.5 

4" 

18 

16 

9.5 

B9 

19 

17 

10.5 

20 

18 

17 

9.75 

5" 

i o 

25 

22 

20 

12.25 

30 

27 

24 

14.75 

O lo 

28 

25 

23 

21 

12.25 

6" 

T>  1 FS 

32 

29 

27 

25 

14.75 

37 

34 

31 

28 

17.25 

B 17 

36 

33 

31 

28 

26 

15.0 

ly/f 

41 

38 

35 

32 

30 

17.5 

7 

46 

43 

39 

36 

33 

20.0 

B 21 

46 

43 

40 

37 

34 

31 

18.00 

50 

47 

43 

40 

37 

34 

20.25 

8" 

56 

52 

48 

45 

41 

38 

22.75 

B25 

61 

57 

53 

49 

45 

42 

25.25 

56 

53 

49 

46 

43 

40 

37 

21.0 

65 

60 

57 

63 

49 

46 

43 

25.0 

9" 

76 

71 

66 

61 

57 

53 

49 

30.0 

B 29 

88 

82 

76 

71 

66 

61 

56 

35.0 

68 

65 

61 

57 

54 

50 

47 

44 

25.0 

80 

75 

71 

66 

62 

58 

54 

50 

30.0 

10" 

92 

87 

81 

76 

71 

66 

62 

57 

35.0 

B33 

105 

98 

92 

86 

80 

74 

69 

65 

40.0 

88 

83 

78 

74 

69 

65 

61 

58 

54 

31.5 

12" 

97 

91 

86 

81 

76 

72 

67 

63 

59 

35.0 

B 41 

109 

103 

96 

90 

85 

79 

74 

69 

65 

40.0 

212 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
FOR  I-BEAMS  USED  AS  COLUMNS 
WITH  SQUARE  ENDS. 


Based  on  Gordon’s  Formula,  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


Safety  factor  4. 


Depth 

of  Beam 

and 

Section 

Weight 

per 

Foot. 

Area 

of 

Section. 

Least 

Radius 

of 

Gjrra- 

tion 

Length  in  Feet. 

Number. 

Pounds. 

Sc[.  Ins. 

Inches. 

2 

8 

4 

6 

6 

7 

8 

9 

40.0 

11.84 

1.08 

146 

144 

140 

136 

132 

127 

121 

116 

12" 

45.0 

13.24 

1.06 

163 

160 

156 

152 

146 

141 

135 

128 

B105 

50.0 

14.71 

1.05 

181 

178 

174 

168 

163 

156 

149 

142 

55.0 

16.18 

1.04 

199 

196 

191 

185 

178 

171 

163 

155 

42.0 

12.48 

1.08 

154 

151 

148 

144 

139 

133 

128 

122 

15" 

45.0 

13.24 

1.07 

163 

160 

157 

152 

147 

142 

135 

129 

B53 

50.0 

14.71 

1.04 

181 

178 

174 

168 

162 

156 

149 

141 

55.0 

16.18 

1.03 

199 

196 

191 

185 

178 

171 

163 

155 

60.0 

17.65 

1.01 

217 

213 

207 

201 

194 

185 

177 

167 

60.0 

17.67 

1.21 

218 

215 

212 

207 

201 

195 

188 

181 

1.5" 

65.0 

19.12 

1.20 

236 

233 

229 

223 

217 

211 

203 

195 

B109 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

1.18 

273 

269 

264 

258 

250 

242 

233 

224 

80.0 

23.53 

1.17 

291 

286 

281 

274 

266 

257 

248 

238 

80.C 

23.57 

1.32 

292 

289 

284 

279 

273 

265 

256 

249 

15" 

85.0 

25.00 

1.32 

309 

306 

302 

295 

289 

281 

272 

264 

B 113 

90.0 

26.47 

1.32 

328 

324 

319 

313 

306 

297 

288 

279 

95.0 

27.94 

1.31 

346 

342 

336 

330 

322 

314 

304 

293 

100.0 

29.41 

1.31 

364 

360 

354 

348 

339 

330 

320 

309 

55.0 

15.93 

1.15 

197 

194 

190 

185 

180 

173 

166 

160 

18" 

60.0 

17.65 

1.13 

218 

214 

210 

205 

198 

191 

184 

176 

B65 

65.0 

19.12 

1.11 

236 

232 

227 

221 

214 

206 

198 

189 

70.0 

20.59 

1.09 

254 

250 

244 

237 

230 

221 

212 

202 

20" 

65.0 

19.08 

1.21 

236 

233 

229 

223 

217 

210 

203 

196 

B 73 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

1.17 

273 

268 

264 

257 

250 

241 

233 

223 

80.0 

23.73 

1.39 

294 

291 

287 

282 

276 

270 

261 

254 

20" 

85.0 

25.00 

1.37 

309 

307 

302 

297 

290 

283 

275 

266 

B 121 

90.0 

26.47 

1.36 

328 

325 

320 

314 

307 

300 

290 

282 

95.0 

27.94 

1.35 

346 

343 

337 

331 

324 

315 

307 

296 

100.0 

29.41 

1.34 

364 

361 

355 

349 

340 

332 

321 

312 

80.0 

23.32 

1.36 

289 

286 

282 

276 

271 

264 

256 

248 

24" 

85.0 

25.00 

1.33 

309 

306 

302 

295 

289 

281 

273 

264 

B 89 

90.0 

26.47 

1.31 

328 

324 

319 

313 

305 

297 

288 

278 

95.0 

27.94 

1.30 

346 

342 

336 

330 

322 

313 

303 

293 

100.0 

29.41 

1.28 

364 

360 

354 

347 

338 

328 

317 

307 

CAMBKIA  STEEL. 


213 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
FOR  I-BEAMS  USED  AS  COLUMNS 
WITH  SQUARE  ENDS. 


Based  on  Gordon’s  Formula,  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


Safety  factor  4. 


Length  in  Feet. 

Weight 

per 

Foot. 

Depth 

of  Beam 

and 

Section 

10 

11 

12 

18 

14 

15 

16 

17 

18 

19 

Pounds. 

Number. 

110 

105 

99 

94 

88 

83 

79 

75 

70 

40.0 

122 

116 

no 

103 

98 

92 

87 

82 

77 

45.0 

12" 

135 

128 

121 

114 

108 

101 

96 

90 

85 

50.0 

B105 

148 

140 

132 

124 

117 

111 

104 

98 

92 

55.0 

116 

110 

105 

99 

93 

88 

83 

79 

74 

42.0 

123 

116 

110 

104 

98 

93 

87 

82 

78 

45.0 

1 *5" 

134 

127 

120 

113 

106 

101 

94 

89 

84 

50.0 

J.O 

■R 

147 

139 

131 

124 

116 

109 

103 

97 

91 

55.0 

158 

150 

141 

132 

124 

117 

110 

104 

97 

60.0 

173 

166 

159 

152 

144 

137 

130 

124 

117 

111 

60.0 

187 

179 

171 

163 

154 

147 

140 

132 

126 

120 

65.0 

16" 

201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 

B109 

214 

205 

195 

186 

176 

168 

158 

151 

142 

135 

75.0 

228 

217 

206 

197 

187 

178 

168 

160 

151 

143 

80.0 

239 

231 

221 

213 

203 

194 

186 

177 

169 

161 

80.0 

254 

245 

235 

226 

216 

206 

197 

188 

180 

171 

85.0 

1 

269 

259 

249 

239 

228 

218 

209 

199 

190 

181 

90.0 

XO 

■R  1 1 R 

284 

272 

261 

251 

240 

228 

219 

208 

199 

190 

95.0 

A X xo 

299 

287 

275 

264 

252 

240 

230 

219 

210 

200 

100.0 

153 

145 

139 

132 

125 

119 

112 

106 

100 

95 

55.0 

168 

160 

152 

144 

137 

129 

122 

116 

110 

104 

60.0 

18" 

181 

172 

163 

154 

146 

138 

131 

123 

117 

no 

65.0 

B65 

192 

183 

173 

164 

155 

146 

138 

130 

123 

116 

70.0 

187 

179 

171 

184 

155 

148 

141 

134 

126 

120 

65.0 

20" 

201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 

B 73 

214 

204 

194 

185 

175 

167 

158 

150 

142 

135 

75.0 

246 

237 

229 

219 

211 

202 

194 

186 

177 

169 

80.0 

258 

249 

239 

230 

221 

212 

202 

194 

185 

176 

85.0 

PH" 

271 

262 

253 

241 

232 

223 

213 

204 

195 

185 

90.0 

■R  1 PI 

286 

277 

265 

255 

244 

234 

223 

214 

205 

195 

95.0 

300 

290 

278 

267 

257 

245 

235 

223 

214 

203 

100.0 

239 

231 

223 

213 

205 

196 

187 

179 

172 

163 

80.0 

255 

245 

236 

226 

217 

207 

198 

189 

181 

172 

85.0 

24" 

269 

258 

247 

238 

227 

216 

207 

197 

189 

180 

90.0 

B89 

282 

271 

261 

249 

239 

228 

218 

207 

198 

188 

95.0 

296 

284 

272 

260 

249 

238 

226 

215 

205 

196 

100.0 

. 

214 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 
. , (12  L)2  • 

“*■36  000  r2 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

Inches. 

2 

4 

6 

8 

x2H 

ii 

xM 

6 

xM 

23.1 

6.74 

1.24 

2.41 

84 

81 

77 

tV 

14 

28.8 

8.36 

1.27 

2.39 

103 

100 

96 

€i 

% 

tt 

Vs 

34.1 

9.93 

1.30 

2.37 

123 

120 

114 

it 

tt 

A 

tt 

iV 

39.3 

11.51 

1.33 

2.35 

142 

139 

133 

it 

tt 

ii 

44.2 

13.00 

1.36 

2.33 

161 

157 

151 

tt 

ii 

ii 

49.5 

14.50 

1.39 

2.31 

180 

175 

169 

(< 

% 

tt 

Vs 

54.4 

15.95 

1.43 

2.29 

198 

193 

186 

SV2 

x2^ 

ii 

X 14 

7 

xM 

25.6 

7.51 

1.46 

2.88 

93 

91 

88 

i 

iV 

31.8 

9.31 

1.49 

2.86 

115 

113 

109 

it 

ii 

% 

<4 

Vs 

37.7 

11.07 

1.52 

2.84 

137 

135 

130 

it 

ii 

43.6 

12.78 

1.55 

2.82  ' 

159 

156 

151 

€ 

Kz 

49.5 

14.50 

1.58 

2.80 

180 

177 

171 

it 

ii 

ii 

A 

55.0 

16.18 

1.61 

2.78 

201 

197 

192 

ii 

% 

ii 

Vs 

60.9 

17.82 

1.65 

2.76 

221 

218 

212 

<< 

i i 

H 

i i 

ii 

66.4 

19.41 

1.68 

2.74 

241 

237 

231 

it 

% 

ii 

Va 

71.5 

21.01 

1.71 

2.72 

261 

257 

250 

4 

x3 

Xi^ 

8 

X A 

37.3 

10.86 

1.67 

3.25 

133 

129 

tt 

% 

44 

44.2 

12.92 

1.70 

3.23 

158 

154 

tt 

44 

IV 

51.1 

14.98 

1.73 

3.21 

183 

179 

“ 

y2 

44 

58.0 

17.00 

1.76 

3.18 

208 

203 

“ 

(( 

44 

64.9 

18.98 

1.79 

3.16 

233 

227 

(( 

tt 

Vs 

44 

Vs 

71.4 

20.92 

1.82 

3.14 

257 

251 

tt 

tt 

H 

44 

ii 

77.9 

22.86 

1.85 

3.12 

281 

274 

tt 

tt 

H 

44 

H 

84.4 

24.76 

1.89 

3.10 

304 

297 

tt 

tt 

4 4 

it 

90.5 

26.62 

1.92 

3.08 

327 

320 

tt 

tt 

Vs 

4 4 

Vs 

97.0 

28.44 

1.95 

3.06 

350 

343 

5 

xSH 

X 

10 

Xl^ 

45.4 

13.37 

2.08 

4.10 

165 

162 

<1 

Vs 

i 4 

Vs 

54.4 

15.95 

2.10 

4.08 

196 

193 

ii 

44 

IT 

62.9 

18.50 

2.13 

4.06 

228 

224 

ii 

44 

K 

71.4 

21.00 

2.16 

4.04 

259 

255 

tt 

ii 

A 

44 

A 

79.9 

23.51 

2.19 

4.02 

290 

285 

tt 

4 4 

88.5 

25.93 

2.22 

4.00 

320 

315 

tt 

ii 

44 

ii 

96.6 

28.36 

2.25 

3.98 

350 

345 

tt 

ii 

V 

44 

H 

104.7 

30.74 

2.29 

3.96 

380 

374 

tt 

ii 

44 

it 

112.8 

33.13 

2.32 

3.93 

409 

403 

<< 

Vs 

44 

Vs 

120.6 

35.43 

2.35 

3.91 

438 

432 

tt 

ii 

it 

44 

15 

16 

128.7 

37.74 

2.38 

3.89 

466 

460 

6 

x3^ 

X^8 

12 

X H 

62.1 

18.18 

2.56 

5.01 

225 

222 

tt 

tt 

( ( 

iT 

71.9 

21.13 

2.59 

4.99 

261 

258 

tt 

tt 

tt 

34 

81.6 

24.00 

2.62 

4.97 

297 

294 

tt 

tt 

T& 

1 1 

A 

91.4 

26.87 

2.65 

4.95 

333 

329 

tt 

tt 

Vs 

tt 

Vs 

101.1 

29.70 

2.68 

4.93 

368 

364 

tt 

tt 

ii 

tt 

ii 

110.5 

32.49 

2.71 

4.91 

402 

398 

tt 

tt 

Va 

it 

tt 

120.2 

35.24 

2.74 

4.88 

437 

432 

tt 

tt 

tt 

it 

129.2 

37.99 

2.77 

4.86 

471 

466 

tt 

tt 

Vs 

tt 

Vs 

138.5 

40.70 

2.80 

4.84 

505 

499 

** 

lA. 

1 1 

it 

147.5 

43.37 

2.83 

4.82 

538 

532 

** 

1 

tt 

1 

156.4 

46.00 

2.86 

4.80 

571 

565 

CAMBKIA  STEEL.  215 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


1+ 


(12  L)2 
36  000  r2 


Length  in  Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

82 

34 

72 

67 

61 

56 

51 

90 

84 

77 

70 

64 

108 

100 

93 

85 

77 

125 

117 

108 

99 

91 

143 

134 

124 

114 

105 

160 

150 

140 

129 

119 

177 

166 

155 

144 

132 

84 

79 

74 

69 

63 

58 

54 

104 

99 

92 

86 

80 

73 

68 

125 

118 

111 

103 

96 

89 

82 

145 

137 

129 

121 

112 

104 

96 

164 

156 

147 

138 

129 

119 

111 

184 

175 

166 

155 

145 

135 

125 

204 

194 

184 

173 

162 

151 

140 

223 

213 

202 

190 

178 

166 

155 

241 

231 

219 

207 

195 

182 

170 

124 

119 

113 

106 

99 

93 

86 

80 

74 

149 

142 

135 

127 

119 

112 

104 

97 

90 

172 

165 

157 

148 

139 

131 

122 

114 

106 

196 

188 

179 

170 

160 

150 

140 

131 

122 

220 

211 

201 

191 

180 

169 

158 

148 

138 

243 

234 

223 

212 

200 

188 

177 

165 

155 

266 

256 

245 

233 

220 

208 

195 

183 

171 

289 

278 

266 

254 

240 

227 

213 

200 

188 

311 

300 

288 

274 

260 

246 

232 

218 

205 

333 

322 

309 

295 

280 

265 

250 

236 

222 

158 

153 

147 

141 

135 

128 

122 

115 

109 

103 

97 

188 

183 

176 

169 

162 

154 

146 

139 

131 

124 

117 

219 

212 

205 

197 

189 

180 

171 

162 

153 

145 

137 

249 

242 

234 

225 

215 

206 

196 

186 

176 

166 

157 

279 

271 

262 

252 

242 

231 

220 

209 

198 

188 

178 

308 

300 

290 

280 

269 

257 

245 

233 

221 

210 

198 

337 

329 

318 

307 

295 

282 

270 

257 

244 

231 

219 

366 

357 

346 

334 

321 

308 

294 

280 

267 

253 

240 

395 

385 

374 

381 

348 

333 

319 

304 

290 

275 

261 

423 

413 

401 

388 

374 

359 

343 

328 

313 

297 

283 

451 

441 

428 

414 

400 

384 

368 

352 

336 

320 

304 

219 

214 

209 

203 

197 

190 

183 

176 

168 

161 

154 

147 

140 

133 

254 

249 

243 

236 

229 

221 

213 

205 

196 

188 

180 

172 

164 

156 

289 

283 

277 

269 

261 

252 

243 

234 

225 

215 

206 

197 

188 

179 

324 

318 

310 

302 

293 

283 

273 

263 

253 

242 

232 

222 

212 

202 

358 

352 

344 

335 

325 

314 

303 

292 

281 

269 

258 

247 

236 

226 

392 

385 

376 

367 

356 

345 

333 

321 

309 

297 

284 

272 

261 

249 

426 

418 

409 

399 

388 

376 

363 

350 

337 

324 

311 

298 

285 

273 

459 

451 

442 

431 

419 

406 

393 

379 

365 

351 

337 

323 

310 

296 

493 

484 

474 

462 

450 

437 

423 

408 

398 

378 

363 

349 

334 

320 

525 

516 

506 

494 

481 

467 

452 

437 

421 

405 

390 

374 

359 

344 

558 

548 

537 

525 

511 

497 

481 

465 

449 

432 

416 

400 

384 

368 

216 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 
^36  000  r2 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2H 

44 

X H 

8 

24.8 

7.24 

1.19 

3.25 

90 

87 

82 

<( 

44 

TS 

30.9 

8.98 

1.22 

3.23 

111 

108 

102 

ti 

it 

tt 

Vs 

36.6 

10.68 

1.25 

3.21 

132 

128 

122 

<< 

it 

-h 

it 

42.3 

12.38 

1.28 

3.19 

153 

149 

142 

(i 

it 

y?. 

44 

47.6 

14.00 

1.31 

3.17 

173 

169 

161 

K 

it 

tt 

ire 

53.3 

15.62 

1.34 

3.15 

193 

188 

181 

<( 

it 

H 

tt 

Vs 

58.6 

17.20 

1.37 

3.13 

213 

208 

200 

3Hx2H 

xi^ 

8: 

26.4 

7.76 

1.44 

3.31 

96 

94 

91 

1 i 

44 

A 

44 

ire 

32.9 

9.62 

1.47 

3.28 

119 

117 

113 

it 

it 

% 

<( 

Vs 

39.0 

11.44 

1.50 

3.26 

142 

139 

134 

ti 

it 

ti 

A 

45.1 

13.22 

1.53 

3.24 

164 

161 

156 

(( 

it 

y 

44 

^2 

51.2 

15.00 

1.56 

3.22 

186 

183 

177 

4 4 

it 

44 

56.9 

16.74 

1.59 

3.20 

208 

204 

198 

44 

it 

% 

63.0 

18.44 

1.62 

3.18 

229 

225 

218 

44 

it 

44 

if 

68.7 

20.10 

1.65 

3.16 

250 

246 

239 

44 

ti 

H 

44 

H 

74.0 

21.76 

1.68 

3.14 

270 

266 

259 

4 

X 8 

X A 

10: 

X A 

39.4 

11.49 

1.62 

4.09 

140 

136 

( ( 

it 

¥ 

Vs 

46.8 

13.67 

1.65 

4.07 

167 

163 

it 

it 

Tff 

tt 

ire 

54.1 

15.86 

1.68 

4.04 

194 

189 

ti 

ti 

tt 

3^ 

61.4 

18.00 

1.71 

4.02 

220 

214 

it 

it 

A 

tt 

ire 

68.7 

20.11 

1.74 

4.00 

246 

240 

it 

tt 

Vs 

tt 

75.7 

22.17 

1.77 

3.98 

272 

265 

it 

it 

tt 

if 

82.6 

24.24 

1.80 

3.96 

297 

290 

it 

tt 

H 

tt 

V 

89.5 

26.26 

1.83 

3.94 

322 

315 

it 

tt 

tt 

if 

96.0 

28.25 

1.86 

3.92 

347 

339 

it 

it 

Vs 

tt 

Vs 

103.0 

30.19 

1.90 

3.90 

371 

363 

5 

xSH: 

X A 

12xA 

47.6 

13.99 

2.03 

4.95 

172 

169 

( ( 

1 1 

it 

Vs 

56.9 

16.70 

2.06 

4.92 

206 

202 

it 

it 

iT 

tt 

ire 

65.9 

19.37 

2.08 

4.90 

238 

234 

it 

tt 

tt 

K 

74.8 

22.00 

2.11 

4.88 

271 

266 

it 

it 

tt 

A 

83.8 

24.63 

2.14 

4.86 

303 

298 

it 

it 

Vs 

tt 

92.7 

27.18 

2.17 

4.84 

335 

330 

it 

it 

H 

tt 

if 

101.3 

29.73 

2.20 

4.82 

367 

361 

it 

it 

H 

tt 

H 

if 

109.8 

32.24 

2.23 

4.80 

398 

392 

it 

it 

if 

tt 

118.4 

34.75 

2.26 

4.78 

429 

422 

if 

tt 

Vs 

tt 

Vs 

126.5 

37.18 

2.29 

4.76 

459 

452 

it 

it 

tt 

if 

135.1 

39.61 

2.33 

4.74 

489 

482 

6 

x3^: 

it 

x^ 

14: 

X^ 

64.7 

18.93 

2.51 

5.85 

234 

231 

ti 

1^6 

ire 

74.8 

22.01 

2.54 

5.83 

272 

269 

it 

tt 

it 

85.0 

25.00 

2.57 

5.81 

309 

306 

it 

it 

tt 

ire 

95.2 

28.00 

2.59 

5.79 

347 

343 

it 

tt 

Vs 

tt 

Vs 

105.3 

30.95 

2.62 

5.77 

383 

379 

it 

tt 

if 

tt 

if 

115.1 

33.87 

2.65 

5.74 

419 

415 

it 

tt 

H 

tt 

H 

125.3 

36.74 

2.68 

5.72 

455 

450 

it 

tt 

if 

ti 

4 

134.7 

39.62 

2.71 

5.70 

491 

486 

it 

tt 

Vs 

tt 

Vs 

144.5 

42.45 

2.74 

5.68 

526 

521 

it 

tt 

M 

tt 

if 

153.8 

45.25 

2.77 

5.66 

561 

555 

it 

tt 

1 

it 

1 

163.2 

48.00 

2.81 

5.64 

595 

589 

CAMBRIA  STEEL. 


217 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


1+; 


(12  L)2 


36  000  r2 


Length  in  Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28^ 

30 

32 

34 

77 

71 

65 

58 

53 

96 

89 

81 

74 

67 

115 

106 

98 

89 

81 

134 

124 

114 

105 

95 

152 

142 

131 

120 

no 

171 

160 

148 

136 

124 

189 

177 

165 

152 

139 

86 

81 

76 

70 

65 

60 

55 

107 

101 

95 

88 

81 

75 

69 

128 

121 

114 

106 

98 

91 

83 

149 

141 

133 

124 

115 

106 

98 

170 

161 

151 

142 

132 

122 

113 

190 

180 

170 

159 

149 

138 

128 

210 

200 

189 

177 

166 

154 

143 

230 

219 

208 

195 

183 

170 

158 

249 

238 

226 

213 

200 

187 

174 

131 

125 

118 

111 

103 

96 

89 

83 

77 

156 

149 

141 

133 

124 

116 

108 

100 

93 

182 

174 

165 

155 

145 

136 

127 

118 

109 

207 

198 

188 

177 

167 

156 

145 

135 

126 

232 

222 

211 

200 

188 

176 

164 

153 

143 

256 

246 

234 

222 

209 

196 

184 

171 

160 

281 

270 

257 

244  . 

230 

216 

203 

190 

177 

305 

293 

280 

266 

251 

237 

222 

208 

195 

329 

317 

303 

288 

273 

257 

242 

227 

212 

352 

340 

325 

310 

294 

277 

261 

245 

230 

165 

159 

153 

147 

140 

133 

126 

119 

112 

105 

99 

197 

191 

184 

176 

168 

160 

151 

143 

135 

127 

120 

229 

222 

214 

205 

196 

186 

177 

167 

158 

149 

141 

260 

252 

244 

234 

224 

213 

202 

192 

181 

171 

162 

291 

283 

273 

263 

251 

240 

228 

216 

205 

194 

183 

322 

313 

303 

291 

279 

267 

254 

241 

228 

216 

204 

353 

343 

332 

320 

307 

293 

279 

266 

252 

239 

226 

383 

373 

361 

348 

334 

320 

305 

290 

276 

261 

247 

413 

403 

390 

376 

362 

346 

331 

315 

299 

284 

269 

443 

432 

419 

405 

389 

373 

357 

340 

323 

307 

291 

473 

461 

447 

432 

416 

399 

382 

365 

347 

330 

313 

228 

223 

217 

211 

204 

196 

189 

181 

173 

166 

158 

151 

143 

136 

264 

259 

252 

245 

237 

229 

220 

211 

202 

194 

185 

176 

168 

160 

301 

295 

287 

279 

270 

261 

251 

241 

231 

221 

212 

202 

193 

184 

337 

330 

322 

313 

304 

293 

283 

272 

261 

250 

239 

228 

217 

207 

373 

366 

357 

347 

337 

325 

314 

302 

290 

278 

266 

254 

242 

231 

408 

400 

391 

381 

369 

357 

345 

332 

319 

306 

293 

280 

268 

255 

444 

435 

425 

414 

402 

389 

376 

362 

348 

334 

320 

308 

293 

280 

478 

470 

459 

447 

435 

421 

407 

392 

377 

362 

347 

333 

318 

304 

513 

504 

493 

480 

467 

453 

438 

422 

406 

390 

375 

359 

344 

329 

547 

538 

526 

513 

499 

484 

468 

452 

435 

419 

402 

385 

369 

353 

581 

571 

559 

546 

531 

515 

499 

482 

464 

447 

429 

412 

395 

378 

218 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon's  Formula,  P 
Safety  factor  4. 


50  000 


1+ 


(12  L)2 
36  000  r2 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2^ 

II 

xM 

10 

X y 

26.5 

7.74 

1.16 

4.07 

96 

92 

87 

(< 

“ 

iV 

33.0 

9.61 

1.18 

4.05 

119 

115 

109 

II 

% 

“ 

39.2 

11.43 

1.21 

4.03 

141 

137 

130 

<< 

II 

45.3 

13.26 

1.24 

4.01 

164 

159 

151 

II 

V?, 

€i 

51.0 

15.00 

1.27 

3.99 

186 

180 

172 

If 

If 

A 

A 

57.1 

16.75 

1.30 

3.96 

207 

202 

193 

If 

11 

% 

62.9 

18.45 

1.33 

3.94 

228 

222 

213 

CO 

X^ 

10 

x^ 

28.1 

8.26 

1.39 

4.13 

102 

100 

96 

II 

If 

A 

a 

A 

35.0 

10.25 

1.42 

4.11 

127 

124 

119 

If 

If 

“ 

41.6 

12.19 

1.45 

4.09 

151 

148 

143 

II 

II 

48.1 

14.10 

1.48 

4.07 

175 

171 

165 

If 

II 

II 

54.6 

16.00 

1.51 

4.05 

199 

195 

188 

II 

II 

A 

II 

A 

60.7 

17.87 

1.54 

4.03 

222 

217 

210 

II 

II 

% 

If 

67.3 

19.69 

1.57 

4.01 

245 

240 

232 

II 

If 

H 

“ 

if 

73.4 

21.48 

1.60 

3.99 

267 

262 

254 

II 

If 

H 

** 

79.1 

23.26 

1.63 

3.97 

289 

284 

276 

4 

x3 

X A 

12 

X A 

41.6 

12.11 

1.58 

4.91 

148 

143 

II 

II 

Vs 

“ 

49.3 

14.42 

1.61 

4.89 

176 

171 

II 

If 

“ 

57.1 

16.73 

1.64 

4.87 

204 

198 

If 

If 

y2 

“ 

64.8 

19.00 

1.66 

4.85 

232 

226 

If 

II 

“ 

i^r 

72.6 

21.23 

1.69 

4.83 

260 

253 

If 

II 

Vs 

II 

% 

79.9 

23.42 

1.72 

4.81 

287 

279 

II 

II 

H 

“ 

if 

87.3 

25.61 

1.75 

4.79 

314 

306 

II 

II 

H 

** 

94.6 

27.76 

1.78 

4.77 

340 

332 

II 

II 

H 

II 

if 

101.6 

29.87 

1.81 

4.74 

366 

358 

If 

If 

Vs 

II 

% 

108.9 

31.94 

1.84 

4.72 

392 

383 

5 

x3H 

xA 

14 

X ^ 

49.7 

14.62 

1.98 

5.77 

180 

176 

i( 

II 

“ 

59.5 

17.45 

2.01 

5.75 

215 

211 

1 1 

II 

it 

68.8 

20.25 

2.04 

5.73 

249 

245 

If 

II 

78.2 

23.00 

2.07 

5.71 

283 

278 

If 

If 

A 

“ 

87.6 

25.76 

2.09 

5.69 

317 

312 

If 

If 

% 

96.9 

28.43 

2.12 

5.67 

351 

345 

II 

II 

H 

H 

105.9 

31.11 

2.15 

5.64 

384 

377 

II 

II 

% 

114.9 

33.74 

2.18 

5.62 

416 

410 

If 

II 

if 

II 

if 

123.9 

36.38 

2.21 

5.60 

449 

442 

II 

If 

K 

II 

% 

132.5 

38.93 

2.24 

5.58 

481 

473 

It 

II 

H 

“ 

if 

141.4 

41.49 

2.27 

5.56 

512 

505 

6 

CO 

X^ 

16 

X % 

67.2 

19.68 

2.46 

6.68 

244 

240 

II 

it 

1 1 

iV 

77.8 

22.88 

2.49 

6.66 

283 

279 

II 

II 

“ 

88.4 

26.00 

2.52 

6.64 

322 

318 

II 

II 

it 

A’ 

99.0 

29.12 

2.54 

6.61 

360 

356 

II 

If 

109.6 

32.20 

2.57 

6.59 

399 

394 

II 

it 

if 

** 

u 

119.8 

35.24 

2.60 

6.57 

436 

431 

II 

If 

H 

** 

H 

130.4 

38.24 

2.63 

6.55 

474 

468 

If 

II 

if 

II 

if 

140.2 

41.24 

2.66 

6.53 

511 

505 

If 

II 

** 

% 

150.4 

44.20 

2.69 

6.51 

548 

542 

If 

II 

if 

if 

160.2 

47.12 

2.72 

6.48 

584 

578 

II 

it 

1 

** 

1 

170.0 

50.00 

2.75 

6.46 

620 

613 

CAMBRIA  STEEL. 


219 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


l+i 


(12  L)2 
36  000  r2 


Length  in  Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

80 

32 

84 

81 

75 

68 

61 

55 

102 

93 

85 

77 

69 

122 

112 

103 

93 

84 

142 

131 

120 

109 

99 

162 

150 

138 

126 

114 

182 

169 

156 

143 

130 

201 

188 

174 

159 

146 

91 

86 

80 

73 

68 

62 

57 

114 

107 

100 

92 

85 

78 

71 

136 

128 

120 

111 

102 

94 

86 

158 

149 

140 

130 

120 

111 

102 

180 

170 

160 

149 

138 

127 

117 

201 

191 

179 

168 

156 

144 

133 

223 

212 

199 

187 

174 

161 

149 

244 

232 

219 

205 

192 

178 

165 

265 

253 

239 

224 

210 

195 

181 

137 

131 

123 

115 

107 

100 

92 

85 

79 

164 

156 

148 

139 

129 

120 

112 

103 

95 

191 

182 

172 

162 

151 

141 

131 

121 

112 

217 

208 

197 

185 

173 

162 

151 

140 

130 

244 

233 

221 

208 

196 

183 

170 

158 

147 

270 

258 

245 

232 

218 

204 

190 

177 

165 

296 

283 

270 

255 

240 

225 

210 

196 

183 

321 

308 

294 

278 

262 

246 

231 

216 

201 

346 

333 

318 

301 

285 

268 

251 

235 

220 

371 

357 

341 

324 

307 

289 

272 

254 

238 

171 

166 

159 

152 

145 

137 

130 

122 

115 

108 

102 

205 

198 

191 

183 

174 

165 

156 

147 

139 

131 

123 

238 

231 

222 

213 

203 

193 

183 

173 

163 

153 

144 

271 

263 

253 

243 

232 

221 

209 

198 

187 

176 

166 

304 

295 

284 

273 

261 

248 

236 

223 

211 

199 

188 

336 

327 

315 

303 

290 

276 

262 

249 

235 

222 

210 

369 

358 

346 

333 

319 

304 

289 

274 

260 

246 

232 

400 

389 

376 

362 

347 

332 

316 

300 

284 

269 

254 

432 

420 

407 

392 

376 

359 

343 

326 

309 

293 

277 

463 

451 

437 

421 

404 

387 

369 

351 

334 

317 

300 

494 

481 

467 

450 

433 

415 

396 

377 

359 

340 

323 

236 

231 

225 

218 

211 

203 

195 

187 

178 

170 

162 

154 

147 

140 

274 

268 

261 

254 

245 

236 

227 

218 

208 

199 

190 

181 

172 

164 

312 

306 

298 

289 

280 

270 

259 

249 

238 

228 

217 

207 

197 

188 

350 

343 

334 

325 

314 

303 

292 

280 

268 

257 

245 

234 

223 

212 

387 

379 

370 

360 

348 

336 

324 

311 

298 

286 

273 

261 

249 

237 

424 

416 

406 

395 

382 

370 

356 

342 

329 

315 

301 

287 

274 

262 

461 

452 

441 

429 

416 

403 

388 

374 

359 

344 

329 

314 

300 

287 

497 

488 

477 

464 

450 

436 

420 

405 

389 

373 

357 

342 

326 

312 

533 

523 

512 

498 

484 

468 

452 

436 

419 

402 

385 

369 

353 

337 

569 

559 

546 

532 

517 

501 

484 

467 

449 

431 

414 

396 

379 

362 

605 

594 

581 

566 

550 

534 

516 

498 

479 

460 

442 

423 

405 

388 

220 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


14-; 


(12  L)2 
36  000  r2 


Size 

of 

ingles. 

Size 

of 

Plates. 

Weight 

Column. 

irea 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
iiis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

Inches. 

2 

4 

1 6 

8 

x2H 

II 

kH 

12  z 

28.2 

8.24 

1.12 

4.87 

102 

98 

92 

41 

'A 

II 

A 

35.2 

10.23 

1.15 

4.85 

126 

122 

115 

II 

4 4 

Vs 

II 

41.7 

12.18 

1.17 

4.83 

151 

146 

138 

II 

II 

4 4 

A 

48.3 

14.13 

1.20 

4.81 

174 

169 

160 

II 

II 

y? 

II 

54.4 

16.00 

1.23 

4.78 

198 

192 

183 

II 

II 

II 

A 

61.0 

17.87 

1.26 

4.76 

221 

215 

205 

II 

II 

ys 

II 

67.1 

19.70 

1.28 

4.74 

244 

237 

226 

3Hx2H 

12  X 

29.8 

8.76 

1.35 

4.94 

108 

106 

101 

II 

II 

A 

44 

37.2 

10.87 

1.38 

4.92 

135 

131 

126 

II 

II 

y 

II 

44.1 

12.94 

1.41 

4.90 

160 

157 

151 

II 

II 

tV 

II 

51.1 

14.97 

1.43 

4.88 

186 

182 

175 

II 

II 

V?. 

II 

58.0 

17.00 

1.46 

4.85 

211 

206 

199 

II 

II 

A 

44 

A 

64.6 

18.99 

1.49 

4.83 

236 

231 

223 

II 

II 

Vs 

44 

71.5 

20.94 

1.52 

4.81 

260 

255 

246 

II 

II 

H 

44 

H 

78.1 

22.85 

1.55 

4.79 

284 

278 

270 

II 

II 

H 

44 

84.2 

24.76 

1.58 

4.77 

307 

302 

292 

4 

X 3 

s A 

14  X 

A 

43.7 

12.74 

1.54 

5.72 

155 

150 

II 

II 

Vs 

1 1 

51.9 

15.17 

1.57 

5.70 

185 

179 

II 

II 

II 

tV 

60.0 

17.61 

1.60 

5.68 

215 

208 

II 

II 

II 

68.2 

20.00 

1.62 

5.66 

244 

237 

II 

II 

II 

76.4 

22.36 

1.65 

5.63 

273 

265 

II 

II 

Vs 

II 

Vs 

84.1 

24.67 

1.68 

5.61 

302 

294 

II 

II 

H 

II 

H 

91.9 

26.99 

1.71 

5.59 

330 

322 

II 

II 

H 

II 

99.7 

29.26 

1.74 

5.57 

358 

349 

II 

II 

H 

II 

ii 

16 

107.1 

31.50 

1.77 

5.55 

386 

376 

II 

II 

Vs 

II 

Vs 

114.9 

33.69 

1.80 

5.53 

413 

403 

5 

x3H: 

K A’f 

16x 

A 

51.8 

15.24 

1.94 

6.59 

187 

183 

II 

II 

Vs 

II 

62.0 

18.20 

1.97 

6.57 

224 

219 

II 

II 

II 

7 

IG 

71.8 

21.12 

2.00 

6.54 

260 

255 

II 

II 

II 

81.6 

24.00 

2.02 

6.52 

295 

290 

II 

II 

A 

II 

TT 

91.4 

26.88 

2.05 

6.50 

331 

325 

II 

II 

Vs 

II 

101.2 

29.68 

2.08 

6.48 

366 

359 

II 

II 

H 

II 

if 

110.6 

32.48 

2.11 

6.46 

400 

393 

II 

II 

y 

II 

if 

120.0 

35.24 

2.14 

6.44 

435 

427 

II 

II 

H 

II 

129.4 

38.00 

2.17 

6.41 

468 

461 

II 

II 

Vs 

II 

Vs 

138.4 

40.68 

2.19 

6.39 

502 

494 

II 

II 

n 

II 

if 

147.8 

43.36 

2.22 

6.37 

535 

527 

6 

x3^: 

18  X 

Vs 

69.8 

20.43 

2.42 

7.49 

253 

249 

II 

II 

7 

16 

II 

80.8 

23.76 

2.44 

7.47 

294 

290 

II 

II 

II 

M 

91.8 

27.00 

2.47 

7.45 

334 

330 

II 

II 

A 

II 

tV 

102.8 

30.25 

2.50 

7.42 

374 

369 

II 

II 

Vs 

II 

113.9 

33.45 

2.52 

7.40 

414 

409 

II 

II 

H 

II 

if 

124.5 

36.62 

2.55 

7.38 

453 

448 

II 

II 

y 

if 

II 

^4 

135.5 

39.74 

2.58 

7.36 

492 

486 

II 

II 

II 

if 

145.7 

42.87 

2.61 

7.34 

531 

525 

II 

II 

Vs 

II 

Vs 

156.4 

45.95 

2.64 

7.32 

569 

563 

II 

II 

if 

II 

if 

166.6 

49.00 

2.67 

7.29 

607 

600 

41 

II 

1 

II 

1 

176.8 

52.00 

2.70 

7.27 

644 

637 

CAMBRIA  STEEL. 


221 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OP  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 
, (12L)2  • 

' 36  000  r2 


Length  in  Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

80 

82 

84 

86 

78 

71 

63 

57 

107 

98 

89 

80 

72 

128 

118 

107 

97 

87 

150 

138 

126 

114 

103 

171 

158 

145 

131 

119 

192 

178 

164 

149 

135 

213 

198 

182 

167 

152 

96 

90 

83 

77 

70 

64 

58 

120 

112 

104 

96 

88 

81 

74 

143 

135 

125 

116 

107 

98 

89 

167 

157 

146 

136 

125 

115 

105 

190 

179 

167 

156 

144 

132 

122 

213 

201 

188 

175 

162 

150 

138 

236 

223 

210 

195 

181 

168 

155 

258 

245 

230 

215 

200 

186 

171 

281 

267 

251 

235 

219 

204 

188 

144 

136 

128 

120 

111 

103 

95 

88 

81 

172 

163 

154 

144 

134 

124 

115 

106 

98 

200 

190 

180 

168 

157 

146 

135 

125 

116 

228 

217 

205 

193 

180 

168 

156 

144 

133 

255 

244 

231 

217 

203 

189 

176 

163 

151 

283 

270 

256 

241 

226 

211 

197 

183 

170 

310 

297 

282 

266 

250 

234 

218 

203 

188 

337 

323 

307 

290 

273 

256 

239 

223 

207 

364 

349 

332 

315 

296 

278 

260 

243 

226 

390 

375 

357 

339 

320 

301 

282 

263 

246 

178 

172 

165 

158 

150 

142 

134 

126 

118 

111 

104 

213 

206 

198 

189 

180 

170 

161 

152 

143 

134 

126 

248 

240 

231 

220 

210 

199 

188 

178 

167 

157 

148 

282 

273 

263 

252 

240 

228 

216 

204 

192 

181 

170 

316 

307 

295 

283 

270 

257 

243 

230 

217 

204 

192 

350 

340 

327 

314 

300 

286 

271 

256 

242 

228 

215 

384 

372 

359 

345 

330 

314 

298 

283 

267 

252 

238 

417 

405 

391 

376 

360 

343 

326 

309 

293 

277 

261 

450 

437 

423 

407 

390 

372 

354 

336 

318 

301 

284 

483 

470 

454 

437 

419 

401 

382 

363 

344 

326 

308 

515 

501 

485 

468 

449 

430 

410 

390 

370 

350 

332 

245 

239 

233 

225 

217 

209 

201 

192 

183 

175 

166 

158 

150 

143 

285 

278 

271 

262 

253 

244 

234 

224 

214 

204 

194 

185 

176 

167 

324 

317 

308 

299 

289 

278 

267 

256 

245 

234 

223 

212 

202 

192 

363 

355 

346 

336 

325 

313 

301 

288 

276 

264 

251 

240 

228 

217 

402 

393 

383 

372 

360 

347 

334 

321 

307 

293 

280 

267 

254 

242 

440 

431 

420 

408 

395 

382 

367 

353 

338 

323 

309 

295 

281 

268 

478 

469 

457 

445 

431 

416 

401 

385 

369 

353 

338 

323 

308 

293 

516 

506 

494 

480 

466 

450 

434 

417 

400 

383 

367 

350 

334 

319 

554 

543 

530 

516 

501 

484 

467 

449 

431 

414 

396 

378 

362 

345 

591 

580 

567 

552 

535 

518 

500 

481 

463 

444 

425 

407 

389 

371 

628 

616 

602 

587 

570 

552 

533 

513 

494 

474 

454 

435 

416 

397 

222 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS. 

SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P = 
Safety  factor  4. 


50  000 


1+. 


(12  L)2 
36  000  r2 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius 

of 

Gyration 
Axis  2-2. 

Length  in  Feet. 

Inches. 

Inches. 

Lbs.perPt. 

Sq.  Ins. 

Inches. 

Inches. 

6 

8 

10 

7 

x3y2x^ 

14X3^ 

“ 

80.8 

23.73 

3.05 

5.92 

292 

289 

285 

< 1 

91.8 

27.00 

3.08 

5.90 

332 

329 

324 

<( 

“ ^ 

103.2 

30.24 

3.11 

5.87 

372 

368 

363 

II 

“ H 

“ ^8 

113.7 

33.43 

3.13 

5.85 

412 

407 

402 

II 

“ JJL 

“ H 

124.7 

36.63 

3.17 

5.83 

451 

446 

440 

II 

“ h 

“ H 

135.3 

39.74 

3.20 

5.81 

490 

485 

478 

II 

“ H 

it  ii 

145.9 

42.86 

3.23 

5.79 

528 

523 

516 

II 

“ Vs 

“ Vs 

156.5 

45.93 

3.26 

5.76 

567 

561 

553 

II 

“ M 

“ if 

166.6 

49.01 

3.29 

5.74 

604 

598 

591 

II 

“ 1 

“ 1 

176.8 

52.00 

3.32 

5.72 

642 

635 

627 

7 

16X3^ 

“ 3^ 

83.8 

24.60 

3.00 

6.75 

303 

299 

294 

41 

“ M 

95.2 

28.00 

3.02 

6.73 

345 

340 

335 

44 

“ A 

“ ^ 

107.0 

31.36 

3.06 

6.71 

386 

382 

376 

44 

“ ^ 

“ Vs 

118.0 

34.68 

3.08 

6.69 

427 

422 

416 

44 

“ H 

“ H 

129.4 

38.00 

3.11 

6.67 

468 

463 

456 

44 

“ 

“ H 

140.4 

41.24 

3.14 

6.64 

508 

503 

496 

44 

“ k 

it  13 

16 

151.4 

44.48 

3.17 

6.62 

548 

542 

535 

“ Vs 

“ K 

162.4 

47.68 

3.20 

6.60 

588 

582 

574 

44 

“ H 

“ H 

173.0 

50.88 

3.23 

6.58 

627 

621 

612 

44 

“ 1 

“ 1 

183.6 

54.00 

3.26 

6.56 

666 

659 

651 

7 

xSyx^ 

“ 

18X3^ 

“ M 

86.8 

25.48 

2.94 

7.58 

313 

309 

305 

44 

98.6 

29.00 

2.97 

7.55 

357 

352 

347 

44 

“ ^ 

110.8 

32.49 

3.00 

7.53 

400 

395 

389 

44 

“ ^ 

122.3 

35.93 

3.02 

7.51 

442 

437 

430 

44 

“ ii 

134.1 

39.38 

3.06 

7.49 

485 

479 

472 

44 

H 

“ H 

145.5 

42.74 

3.08 

7.47 

526 

520 

513 

44 

44  i3 

I 6 

it  JJL 

16 

156.9 

46.11 

3.11 

7.44 

568 

562 

554 

44 

“ Vs 

“ Vs 

168.4 

49.43 

3.14 

7.42 

609 

602 

594 

44 

“ H 

“ tI 

179.4 

52.76 

3.17 

7.40 

650 

643 

634 

44 

“ 1 

“ 1 

190.4 

56.00 

3.20 

7.38 

690 

683 

674 

7 

20xi^ 

89.8 

26.35 

2.89 

8.39 

324 

320 

314 

44 

“ 3^ 

102.0 

30.00 

2.92 

8.37 

369 

364 

358 

44 

“ A 

II  9 

16 

114.7 

33.61 

2.95 

8.34 

413 

408 

402 

44 

“ ^ 

“ 

126.5 

37.18 

2.97 

8.32 

457 

452 

445 

44 

“ H 

138.7 

40.75 

3.00 

8.30 

501 

495 

488 

44 

“ M 

“ M 

150.6 

44.24 

3.03 

8.28 

545 

538 

530 

44 

44  13. 

“ H 

162.5 

47.73 

3.06 

8.25 

588 

581 

572 

4 4 

“ % 

“ Vs 

174.3 

51.18 

3.09 

8.23 

630 

623 

614 

44 

“ if 

185.8 

54.63 

3.12 

8.21 

673 

665 

656 

44 

“ 1 

“ 1 

197.2 

58.00 

3.15 

8.19 

715 

707 

697 

CAMBBIA  STEEL. 


223 


SAFE  LOADS  IN  THOUSANDS  OP  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS. 

SQUARE  ENDS. 


CALCULATED  FOR  LEAST  RADIUS  OF  GYRA- 
TION, AXIS  1-1. 


Based  on  Gordon’s  Formula,  P = 
Safety  factor  4. 


50  000 


1+, 


(12  L)  2 
36  000  r2 


Length  in  Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

82 

34 

36 

38 

40 

279 

274 

267 

260 

253 

246 

238 

230 

222 

214 

206 

198 

191 

183 

176 

318 

312 

305 

297 

289 

280 

271 

263 

254 

245 

236 

227 

218 

210 

201 

357 

350 

342 

333 

324 

315 

305 

295 

286 

276 

266 

256 

246 

237 

228 

395 

387 

379 

369 

359 

349 

339 

328 

317 

306 

295 

284 

274 

263 

253 

433 

424 

415 

405 

395 

384 

372 

360 

349 

337 

325 

313 

302 

290 

279 

470 

462 

452 

441 

430 

418 

406 

393 

380 

368 

355 

342 

330 

318 

306 

508 

498 

488 

477 

465 

452 

439 

425 

412 

398 

385 

371 

358 

345 

332 

545 

535 

524 

512 

499 

486 

472 

458 

443 

429 

415 

400 

386 

372 

358 

581 

571 

559 

547 

534 

520 

505 

490 

475 

460 

444 

429 

414 

399 

385 

618 

607 

595 

582 

568 

553 

538 

522 

506 

490 

474 

458 

442 

427 

412 

289 

283 

276 

269 

261 

253 

245 

236 

228 

220 

211 

203 

195 

187 

180 

329 

322 

315 

307 

298 

289 

280 

270 

261 

251 

242 

232 

223 

214 

206 

369 

362 

353 

344 

335 

325 

314 

304 

293 

283 

272 

262 

252 

242 

233 

409 

400 

391 

381 

371 

360 

349 

337 

326 

314 

303 

291 

280 

269 

259 

448 

439 

429 

419 

407 

396 

383 

371 

359 

346 

334 

321 

309 

297 

286 

487 

478 

467 

456 

444 

431 

418 

405 

391 

378 

364 

351 

338 

325 

313 

526 

516 

505 

493 

480 

466 

452 

438 

424 

409 

395 

381 

367 

353 

340 

564 

554 

542 

529 

516 

501 

487 

472 

456 

441 

426 

411 

396 

381 

367 

603 

591 

579 

566 

551 

536 

521 

505 

489 

473 

457 

441 

425 

409 

394 

640 

629 

616 

602 

587 

571 

555 

538 

521 

504 

487 

471 

454 

437 

421 

299 

292 

285 

277 

269 

260 

252 

243 

234 

255 

216 

208 

199 

191 

340 

333 

325 

316 

307 

297 

287 

277 

267 

257 

248 

238 

228 

219 

382 

374 

365 

355 

345 

334 

323 

312 

301 

290 

279 

268 

258 

247 

423 

414 

404 

393 

382 

371 

359 

347 

335 

322 

310 

298 

287 

275 

463 

454 

443 

432 

420 

407 

395 

382 

368 

355 

342 

329 

316 

304 

504 

494 

483 

470 

457 

444 

430 

416 

402 

388 

374 

360 

346 

333 

544 

533 

521 

508 

495 

481 

466 

451 

436 

420 

405 

390 

376 

361 

584 

573 

560 

546 

532 

517 

501 

485 

469 

453 

437 

421 

405 

390 

624 

612 

598 

584 

569 

553 

536 

520 

503 

486 

469 

452 

435 

419 

663 

650 

636 

622 

606 

589 

572 

554 

536 

518 

500 

483 

465 

448 

308 

301 

294 

285 

277 

268 

258 

249 

240 

230 

221 

212 

204 

195 

351 

343 

335 

326 

316 

306 

295 

285 

274 

264 

253 

243 

233 

224 

394 

385 

376 

366 

355 

344 

332 

321 

309 

297 

286 

274 

263 

253 

436 

427 

417 

405 

394 

381 

369 

356 

343 

330 

318 

305 

293 

281 

479 

468 

457 

445 

432 

419 

406 

392 

378 

364 

350 

337 

323 

310 

521 

510 

498 

485 

471 

457 

442 

427 

412 

397 

383 

368 

354 

340 

562 

551 

538 

524 

510 

495 

479 

463 

447 

431 

415 

400 

384 

369 

603 

591 

578 

563 

548 

532 

515 

499 

482 

465 

448 

431 

415 

399 

644 

632 

618 

602 

586 

569 

552 

534 

516 

498 

480 

463 

445 

428 

685 

672 

657 

641 

624 

607 

588 

570 

551 

532 

513 

494 

476 

458 

224 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 

CALCULATED  FOR  RADIUS  OP  GYRATION, 

AXIS  2-2. 


Based  on  Gordon’s  Formula,  P = 
Safety  factor  4. 


50  000 


1+, 


(12  L)2 
36  000  r2 


Size 

of 

Angles 

Size 

of 

Plates. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius 

of 

Gyration 
Axis  2-2. 

Length  in  Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

Inches. 

4 

6 

8 

3 

x23^^x 

4 4 

14 

6x 

23.1 

6.74 

1.24 

2.41 

83 

82 

81 

< t 

44 

1^ 

28.8 

8.36 

1.27 

2.39 

103 

102 

100 

i i 

it 

Vh 

44 

Vs 

34.1 

9.93 

1.30 

2.37 

123 

121 

119 

< < 

4 4 

iV 

4 4 

39.3 

11.51 

1.33 

2.35 

142 

140 

137 

1 c 

<1 

H 

({ 

44.2 

13.00 

1.36 

2.33 

161 

158 

155 

<< 

<( 

(( 

49.5 

14.50 

1.39 

2.31 

179 

176 

173 

i < 

it 

Vs 

4 4 

54.4 

15.95 

1.43 

2.29 

197 

194 

190 

3Hx2V^x 

H 

7x 

k 

25.6 

7.51 

1.46 

2.88 

93 

92 

91 

<< 

44 

4 4 

31.8 

9.31 

1.49 

2.86 

115 

114 

113 

(< 

it 

H 

4 4 

Vs 

37.7 

11.07 

1.52 

2.84 

137 

136 

134 

1 < 

it 

4 4 

IT 

43.6 

12.78 

1.55 

2.82 

159 

157 

155 

< < 

4 4 

It 

49.5 

14.50 

1.58 

2.80 

180 

178 

176 

1 ( 

4 4 

A 

it 

55.0 

16.18 

1.61 

2.78 

200 

198 

196 

it 

44 

Vs 

4 4 

Vs 

60.9 

17.82 

1.65 

2.76 

221 

219 

216 

it 

4 4 

4 4 

H 

66.4 

19.41 

1.68 

2.74 

241 

238 

235 

it 

4 4 

H 

4 4 

H 

71.5 

21.01 

1.71 

2.72 

260 

257 

254 

4 

X 3 X 

A 

8 X 

A 

37.3 

10.86 

1.67 

3.25 

134 

133 

44 

4 4 

Vs 

4 4 

Vs 

44.2 

12.92 

1.70 

3.23 

160 

158 

44 

4 4 

1^ 

4 4 

iT 

51.1 

14.98 

1.73 

3.21 

185 

183 

4 4 

44 

44 

58.0 

17.00 

1.76 

3.18 

210 

207 

4 4 

4 4 

44 

64.9 

18.98 

1.79 

3.16 

234 

231 

4 4 

4 4 

4 4 

71.4 

20.92 

1.82 

3.14 

258 

255 

44 

4 4 

H 

4 4 

77.9 

22.86 

1.85 

3.12 

282 

278 

4 4 

4 4 

44 

84.4 

24.76 

1.89 

3.10 

305 

301 

4 4 

4 4 

44 

90.5 

26.62 

1.92 

3.08 

328 

324 

4 4 

4 4 

Vs 

4 4 

Vs 

97.0 

28.44 

1.95 

3.06 

350 

346 

5 

x33^x 

I'e 

10  X 

ire 

45.4 

13.37 

2.08 

4.10 

166 

165 

4 4 

<( 

4 4 

54.4 

15.95 

2.10 

4.08 

198 

196 

44 

(( 

4 4 

ire 

62.9 

18.50 

2.13 

4.06 

229 

228 

44 

<( 

44 

71.4 

21.00 

2.16 

4.04 

260 

258 

4 4 

( ( 

44 

79.9 

23.51 

2.19 

4.02 

291 

289 

44 

( ( 

44 

88.5 

25.93 

2.22 

4.00 

321 

319 

44 

<( 

4 4 

96.6 

28.36 

2.25 

3.98 

351 

349 

4 4 

<< 

4 4 

104.7 

30.74 

2.29 

3.96 

381 

378 

4 4 

( ( 

il 

44 

H 

112.8 

33.13 

2.32 

3.93 

410 

407 

44 

<( 

Vs 

4 4 

Vs 

120.6 

35.43 

2.35 

3.91 

439 

436 

44 

<( 

44 

15. 

16 

128.7 

37.74 

2.38 

3.89 

467 

464 

6 

x33^x 

12  X 

62.1 

18.18 

2.56 

5.01 

225 

44 

44 

A 

4 4 

ire 

71.9 

21.13 

2.59 

4.99 

261 

44 

44 

4 4 

81.6 

24.00 

2.62 

4.97 

297 

44 

44 

A 

4 4 

9 

16 

91.4 

26.87 

2.65 

4.95 

332 

4 4 

4 4 

4 4 

101.1 

29.70 

2.68 

4.93 

367 

4 4 

44 

H 

110.5 

32.49 

2.71 

4.91 

402 

44 

4 4 

4 4 

H 

120.2 

35.24 

2.74 

4.88 

436 

44 

4 4 

4 4 

129.2 

37.99 

2.77 

4.86 

470 

44 

44 

44 

Vs 

138.5 

40.70 

2.80 

4.84 

503 

44 

44 

ii 

44 

15. 

1 6 

147.5 

43,37 

2.83 

4.82 

536 

44 

44 

1 

44 

1 

156.4 

46.00 

2.86 

4.80 

569 

CAMBRIA  STEEL. 


225 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 

CALCULATED  FOR  RADIUS  OF  GYRATION, 

AXIS  2-2. 


Based  on  Gordon’s  Formula,  P= 
Safety  factor  4. 


50  000 


1+; 


(12  L)2 
36  000  r2 


1 

'j 

1 . 

r 

h 

1 

Length  in  Feet. 


10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

82 

34 

36 

38 

40 

79 

77 

74 

72 

69 

66 

63 

60 

58 

55 

52 

98 

95 

92 

89 

85 

82 

78 

75 

71 

68 

64 

116 

113 

109 

105 

101 

97 

92 

88 

84 

80 

76 

134 

130 

126 

121 

116 

111 

106 

101 

96 

92 

87 

151 

147 

142 

137 

131 

126 

120 

114 

108 

103 

98 

169 

163 

158 

152 

146 

139 

133 

127 

120 

114 

108 

185 

180 

173 

167 

160 

153 

146 

138 

132 

125 

118 

89 

88 

86 

83 

81 

79 

76 

73 

71 

68 

65 

63 

60 

58 

111 

109 

106 

103 

100 

97 

94 

91 

87 

84 

81 

77 

74 

71 

132 

129 

126 

123 

119 

115 

112 

108 

104 

100 

96 

92 

88 

84 

152 

149 

146 

142 

137 

133 

129 

124 

119 

115 

110 

106 

101 

97 

172 

169 

165 

160 

156 

151 

145 

140 

135 

129 

124 

119 

114 

109 

192 

188 

183 

178 

173 

167 

162 

156 

150 

144 

138 

132 

126 

121 

212 

207 

202 

196 

190 

184 

178 

171 

164 

158 

151 

145 

139 

132 

230 

225 

220 

214 

207 

200 

193 

186 

178 

171 

164 

157 

150 

144 

249 

244 

237 

231 

223 

216 

208 

200 

192 

184 

177 

169 

161 

154 

131 

129 

126 

124 

121 

118 

115 

111 

108 

105 

101 

98 

94 

91 

88 

85 

156 

153 

150 

147 

144 

140 

136 

132 

128 

124 

120 

116 

112 

108 

104 

100 

180 

177 

174 

170 

166 

162 

158 

153 

148 

143 

139 

134 

129 

124 

120 

115 

204 

201 

197 

193 

188 

184 

178 

173 

168 

162 

157 

151 

146 

141 

135 

130 

228 

224 

220 

215 

210 

205 

199 

193 

187 

181 

175 

168 

162 

156 

150 

145 

252 

247 

243 

237 

231 

225 

219 

212 

206 

199 

192 

185 

178 

172 

165 

159 

274 

270 

264 

259 

252 

245 

238 

231 

224 

216 

209 

201 

194 

187 

179 

173 

297 

292 

286 

280 

273 

265 

258 

250 

242 

233 

225 

217 

209 

201 

193 

186 

319 

314 

307 

300 

293 

285 

276 

268 

259 

250 

241 

232 

224 

215 

207 

199 

341 

335 

328 

321 

312 

304 

295 

285 

276 

266 

257 

248 

238 

229 

220 

211 

163 

161 

160 

157 

155 

153 

150 

147 

144 

141 

138 

134 

131 

128 

124 

121 

195 

193 

190 

188 

185 

182 

179 

175 

171 

168 

164 

160 

156 

152 

148 

144 

226 

223 

221 

218 

214 

211 

207 

203 

199 

194 

190 

185 

181 

176 

171 

166 

256 

254 

250 

247 

243 

239 

235 

230 

225 

220 

215 

210 

205 

199 

194 

189 

287 

284 

280 

276 

272 

267 

262 

257 

251 

246 

240 

234 

228 

222 

216 

210 

316 

313 

309 

305 

300 

295 

289 

283 

277 

271 

265 

258 

251 

245 

238 

232 

346 

342 

338 

333 

328 

322 

316 

309 

303 

296 

289 

282 

274 

267 

260 

252 

375 

371 

366 

361 

355 

349 

342 

335 

328 

320 

312 

305 

297 

289 

281 

273 

403 

399 

394 

388 

382 

375 

368 

360 

352 

344 

336 

327 

319 

310 

301 

293 

432 

427 

421 

415 

408 

401 

393 

385 

377 

368 

359 

350 

340 

331 

322 

313 

460 

454 

449 

442 

435 

427 

418 

410 

400 

391 

381 

371 

362 

352 

342 

332 

224 

^22 

221 

218 

216 

214 

211 

208 

205 

202 

199 

196 

192 

189 

185 

181 

260 

258 

256 

253 

251 

248 

245 

242 

238 

234 

231 

227 

223 

218 

214 

210 

295 

293 

291 

288 

285 

282 

278 

274 

270 

266 

262 

257 

253 

248 

243 

238 

330 

328 

325 

322 

319 

315 

311 

307 

302 

298 

293 

288 

282 

277 

272 

266 

365 

363 

360 

356 

352 

348 

344 

339 

334 

329 

323 

318 

312 

306 

300 

294 

399 

397 

393 

389 

385 

381 

376 

371 

365 

359 

353 

347 

341 

334 

327 

321 

433 

430 

427 

422 

418 

413 

408 

402 

396 

389 

383 

376 

369 

362 

355 

347 

467 

463 

460 

455 

450 

445 

439 

433 

426 

419 

412 

405 

397 

389 

382 

374 

500 

496 

492 

487 

482 

476 

470 

463 

456 

449 

441 

433 

425 

417 

408 

400 

533 

529 

524 

519 

513 

507 

500 

493 

486 

478 

469 

461 

452 

443 

434 

425 

565 

561 

556 

551 

544 

538 

530 

523 

515 

506 

497 

488 

479 

469 

460 

450 

226 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OP  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOB  RADIUS  OF  GYRATION, 
AXIS  2-2. 

Based  on  Gordon’s  Formula,  P = — « 
Safety  factor  4.  "^36  000  r* 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  Z-Z. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.  per  ?t. 

Sq.  Ins. 

Inches. 

Inches. 

4 

6 

8 

3 

x2H 

<4 

X M 

8x 

Va 

24.8 

7.24 

1.19 

3.25 

90 

89 

88 

(< 

A 

44 

A 

30.9 

8.98 

1.22 

3.23 

112 

111 

110 

It 

II 

% 

II 

Vb 

36.6 

10.68 

1.25 

3.21 

133 

132 

130 

i( 

II 

A 

II 

tV 

42.3 

12.38 

1.28 

3.19 

154 

152 

151 

II 

II 

II 

47.6 

14.00 

1.31 

3.17 

174 

173 

171 

II 

II 

■^5’ 

44 

■h 

53.3 

15.62 

1.34 

3.15 

194 

192 

190 

II 

II 

% 

II 

Yb 

58.6 

17.20 

1.37 

3.13 

213 

212 

209 

x^ 

8 X 

Va 

26.4 

7.76 

1.44 

3.31 

96 

95 

II 

14 

A 

II 

A 

32.9 

9.62 

1.47 

3.28 

119 

117 

II 

II 

»/8 

44 

Vb 

39.0 

11.44 

1.50 

3.26 

141 

140 

II 

II 

iV 

II 

tV 

45.1 

13.22 

1.53 

3.24 

163 

161 

II 

II 

II 

51.2 

15.00 

1.56 

3.22 

185 

183 

II 

II 

II 

A 

56.9 

16.74 

1.59 

3.20 

206 

204 

II 

II 

% 

II 

Yb 

63.0 

18.44 

1.62 

3.18 

227 

225 

II 

II 

H 

II 

if 

68.7 

20.10 

1.65 

3.16 

248 

245 

II 

II 

II 

Ya 

74.0 

21.76 

1.68 

3.14 

268 

265 

4 

x3 

Xl^ 

10  X 

39.4 

11.49 

1.62 

4.09 

142 

141 

II 

II 

Vs 

II 

Yb 

46.8 

13.67 

1.65 

4.07 

170 

169 

II 

II 

II 

tV 

54.1 

15.86 

1.68 

4.04 

197 

195 

II 

II 

V2 

II 

61.4 

18.00 

1.71 

4.02 

223 

222 

II 

II 

A 

II 

A 

68.7 

20.11 

1.74 

4.00 

249 

247 

II 

II 

Vs 

II 

75.7 

22.17 

1.77 

3.98 

275 

273 

II 

II 

II 

if 

82.6 

24.24 

1.80 

3.96 

300 

298 

II 

II 

H 

II 

Ya 

89.5 

26.26 

1.83 

3.94 

325 

323 

II 

II 

H 

II 

if 

96.0 

28.25 

1.86 

3.92 

350 

347 

II 

II 

Vs 

II 

Yb 

103.0 

30.19 

1.90 

3.90 

374 

371 

6 

x3^ 

X A 

12  X 

47.6 

13.99 

2.03 

4.95 

173 

II 

II 

Vb 

II 

Yb 

56.9 

16.70 

2.06 

4.92 

206 

II 

II 

II 

65.9 

19.37 

2.08 

4.90 

239 

II 

II 

II 

74.8 

22.00 

Mi 

4.88' 

272 

II 

II 

II 

9 

16 

83.8 

24.63 

'f?TT 

4.86 

304 

II 

II 

Vs 

II 

Yb 

92.7 

27.18 

2.17 

4.84 

336 

II 

II 

H 

II 

if 

101.3 

29.73 

2.20 

4.82 

368 

II 

II 

H 

II 

Ya 

109.8 

32.24 

2.23 

4.80 

399 

II 

II 

H 

II 

if 

118.4 

34.75 

2.26 

4.78 

429 

II 

II 

Vs 

II 

Vb 

126.5 

37.18 

2.29 

4.76 

460 

II 

II 

if 

II 

if 

135.1 

39.61 

2.33 

4.74 

490 

6 

x3H 

XH 

14  X 

■Yb 

64.7 

18.93 

2.51 

5.85 

II 

II 

II 

74.8 

22.01 

2.54 

5.83 

II 

II 

II 

M 

85.0 

25.00 

2.57 

5.81 

II 

II 

II 

luf 

95.2 

28.00 

2.59 

5.79 

II 

II 

Vs 

II 

Yb 

105.3 

30.95 

2.62 

5.77 

II 

II 

H 

II 

if 

115.1 

33.87 

2.65 

5.74 

II 

II 

H 

II 

Ya 

125.3 

36.74 

2.68 

5.72 

II 

II 

H 

II 

if 

134.7 

39.62 

2.71 

5.70 

II 

II 

Vs 

II 

Vb 

144.5 

42.45 

2.74 

5.68 

II 

II 

if 

II 

if 

153.8 

45.25 

2.77 

5.66 

II 

II 

1 

II 

1 

163.2 

48.00 

2.81 

5.64 

CAMBRIA  STEEL. 


227 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  RADIUS  OP  GYRATION, 
AXIS  2-2. 


Based  on  Gordon’s  Formula,  P = 
Safety  factor  4. 


50  000 


1+; 


(12  L)2 
36  000  r2 


Length  in  Feet. 


10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

321 

\m 

86 

88 

40 

87 

86 

84 

83 

81 

79 

77 

74 

72 

70 

68 

65' 

63 

61 

59 

56 

108 

106 

104 

102 

100 

97 

95 

92 

89 

86 

88 

78 

75 

72 

70 

129 

127 

124 

122 

119 

116 

112 

109 

106 

102 

^ 96 

92 

89 

86 

82 

149 

146 

143 

140 

137 

133 

130 

126 

122 

118 

m 

110 

106 

102 

99 

95 

168 

166 

162 

159 

155 

151 

147 

142 

138 

133 

129 

124 

120 

115 

111 

107 

188 

184 

181 

177 

173 

168 

163 

158 

153 

148 

143 

138 

133 

128 

123 

119 

206 

203 

199 

195 

190 

185 

179 

174 

168 

163 

157 

151 

146 

140 

135 

130 

93 

92 

90 

89 

87 

85 

82 

80 

78 

75 

73 

70 

68 

66 

63 

61 

116 

114 

112 

110 

108 

105 

102 

99 

96 

93 

90 

87 

84 

81 

78 

75 

138 

136 

133 

130 

127 

124 

121 

118 

114 

no 

107 

103 

100 

96 

93 

89 

159 

157 

154 

151 

147 

144 

140 

136 

132 

127 

123 

119 

115 

111 

107 

103 

181 

178 

174 

171 

167 

162 

158 

153 

149 

144 

139 

134 

130 

125 

120 

116 

201 

198 

194 

190 

186 

181 

176 

171 

165 

160 

155 

149 

144 

139 

134 

129 

222 

218 

214 

209 

204 

199 

193 

188 

182 

176 

170 

164 

158 

152 

147 

141 

242 

238 

233 

228 

222 

217 

211 

204 

198 

191 

185 

178 

172 

165 

159 

153 

261 

257 

252 

246 

240 

234 

227 

220 

213 

206 

199 

192 

185 

178 

171 

165 

140 

139 

137 

135 

133 

131 

129 

126 

124 

121 

118 

115 

112 

no 

107 

104 

167 

165 

163 

161 

159 

156 

153 

150 

147 

144 

141 

137 

134 

130 

127 

123 

194 

192 

189 

187 

184 

181 

177 

174 

170 

166 

162 

159 

155 

151 

147 

143 

220 

217 

215 

212 

208 

205 

201 

197 

193 

189 

184 

180 

175 

170 

166 

161 

245 

243 

240 

236 

233 

229 

224 

220 

215 

210 

205 

200 

195 

190 

185 

180 

271 

268 

264 

261 

256 

252 

247 

242 

237 

232 

226 

220 

215 

209 

203 

198 

295 

292 

289 

284 

280 

275 

270 

264 

258 

253 

246 

240 

234 

228 

222 

215 

320 

316 

312 

308 

303 

298 

292 

286 

280 

273 

266 

260 

253 

246 

239 

232 

344 

340 

336 

331 

326 

320 

314 

307 

300 

293 

286 

279 

271 

264 

257 

249 

368 

364 

359 

354 

348 

342 

335 

328 

320 

313 

305 

297 

289 

282 

274 

266 

172 

171 

169 

168 

166 

164 

162 

160 

157 

155 

152 

150 

147 

144 

141 

139 

205 

204 

202 

200 

198 

196 

193 

191 

188 

185 

182 

178 

175 

172 

168 

165 

238 

236 

234 

232 

230 

227 

224 

221 

218 

214 

210 

207 

203 

199 

195 

191 

270 

269 

266 

264 

261 

258 

254 

251 

247 

243 

239 

235 

230 

226 

221 

217 

303 

300 

298 

295 

292 

288 

284 

280 

276 

272 

267 

262 

257 

252 

247 

242 

334 

332 

329 

326 

322 

318 

314 

309 

305 

300 

295 

289 

284 

278 

273 

267 

365 

363 

359 

356 

352 

348 

343 

338 

333 

327 

322 

316 

310 

304 

298 

291 

396 

393 

390 

386 

382 

377 

372 

366 

361 

355 

349 

342 

336 

329 

322 

315 

427 

423 

420 

415 

411 

406 

400 

394 

388 

382 

375 

368 

361 

354 

346 

339 

457 

453 

449 

445 

440 

434 

428 

422 

415 

408 

401 

394 

386 

378 

370 

362 

486 

483 

478 

474 

468 

462 

456 

449 

442 

434 

427 

419 

410 

402 

394 

385 

234 

233 

231 

230 

228 

226 

224 

222 

219 

217 

214 

211 

209 

206 

203 

199 

272 

270 

269 

267 

265 

263 

260 

257 

255 

252 

249 

245 

242 

239 

235 

231 

309 

307 

305 

303 

301 

298 

296 

293 

289 

286 

282 

279 

275 

271 

267 

263 

346 

344 

342 

340 

337 

334 

331 

327 

324 

320 

316 

312 

307 

303 

298 

294 

382 

380 

378 

375 

372 

369 

365 

362 

358 

353 

349 

344 

340 

335 

330 

324 

418 

416 

413 

411 

407 

404 

400 

396 

391 

387 

382 

377 

371 

366 

360 

355 

454 

451 

449 

445 

442 

438 

434 

429 

424 

419 

414 

408 

403 

397 

391 

384 

489 

487 

483 

480 

476 

472 

467 

462 

457 

452 

446 

440 

433 

427 

420 

414 

524 

521 

518 

514 

510 

505 

500 

495 

490 

484 

477 

471 

464 

457 

450 

443 

559 

556 

552 

548 

544 

539 

533 

528 

521 

515 

508 

501 

494 

487 

479 

471 

593 

589 

586 

581 

677 

571 

566 

559 

553 

546 

539  1 533 

524 

516 

508 

500 

228 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  RADIUS  OF  GYRATION, 
AXIS  2-2. 

« ^ ^ j « 50  000 

Based  on  Gordon’s  Formula,  P = , . 

l+JMirlL 

Safety  factor  4.  36  000  r2 


Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq.  Ins. 

Inches 

Inches. 

6 

8 

10 

3 

x23^ 

i i 

xM 

10  X 

K 

26.5 

7.74 

1.16 

4.07 

96 

95 

95 

<( 

“ 

33.0 

9.61 

1.18 

4.05 

119 

118 

117 

1 

ii 

Vs 

44 

3/8 

39.2 

11.43 

1.21 

4.03 

142 

141 

140 

H 

44 

44 

iV 

45.3 

13.26 

1.24 

4.01 

164 

163 

161 

it 

i i 

ii 

51.0 

15.00 

1.27 

3.99 

186 

185 

183 

<( 

i i 

A 

“ 

ire 

57.1 

16.75 

1.30 

3.96 

207 

206 

204 

it 

44 

“ 

/8 

62.9 

18.45 

1.33 

3.94 

228 

227 

225 

<( 

x2y2 

xK 

10  X 

28.1 

8.26 

1.39 

4.13 

102 

102 

101 

i i 

“ 

35.0 

10.25 

1.42 

4.11 

127 

126 

125 

< 

i i 

ti 

3/ 

41.6 

12.19 

1.45 

4.09 

151 

150 

149 

1 

i i 

IT 

** 

IT 

48.1 

14.10 

1.48 

4.07 

175 

174 

172 

< 1 

i i 

i i 

54.6 

16.00 

1.51 

4.05 

198 

197 

195 

< 

4 4 

4 4 

1^ 

60.7 

17.87 

1.54 

4.03 

221 

220 

218 

<< 

it 

44 

67.3 

19.69 

1.57 

4.01 

244 

242 

240 

< < 

4 4 

44 

ii 

73.4 

21.48 

1.60 

3.99 

266 

264 

262 

< i 

44 

“ 

3/ 

79.1 

23.26 

1.63 

3.97 

288 

286 

283 

4 

X 3 

x^ 

12  X 

:ire 

41.6 

12.11 

1.58 

4.91 

150 

149 

(( 

44 

Vs 

“ 

49.3 

14.42 

1.61 

4.89 

179 

178 

it 

44 

ire 

“ 

ire 

57.1 

16.73 

1.64 

4.87 

207 

206 

t i 

44 

H 

44 

64.8 

19,00 

1.66 

4.85 

235 

234 

ti 

44 

A 

72.6 

21.23 

1.69- 

4.83 

262 

261 

ti 

44 

4 4 

79.9 

23.42 

1.72 

4.81 

290 

288 

f < 

4 4 

ii 

it 

ii 

87.3 

25.61 

1.75 

4.79 

317 

315 

4 4 

4 4 

it 

H 

94.6 

27.76 

1.78 

4.77 

343 

341 

44 

4 4 

44 

if 

101.6 

29.87 

1.81 

4.74 

369 

367 

4 4 

4 4 

K 

4 4 

Vs 

108.9 

31.94 

1.84 

4.72 

395 

392 

5 

x3H 

44 

Xl^ 

14  X 

49.7 

14.62 

1.98 

5.77 

180 

1 < 

“ 

59.5 

17.45 

2.01 

5.75 

215 

44 

TT 

44 

IT 

68.8 

20.25 

2.04 

5.73 

250 

< i 

44 

3^ 

44 

K 

78.2 

23.00 

2.07 

5.71 

284 

i i 

4 4 

IT 

44 

tT 

87.6 

25.76 

2.09 

5.69 

318 

<1 

44 

It 

96.9 

28.43 

2.12 

5.67 

351 

i l 

4 4 

H 

ti 

ii 

105.9 

31.11 

2.15 

5.64 

384 

i i 

44 

M 

it 

H 

114.9 

33.74 

2.18 

5.62 

417 

ii 

44 

if 

it 

if 

123.9 

36.38 

2.21 

5.60 

449 

1 1 

44 

if 

ti 

Vs 

132.5 

38.93 

2.24 

5.58 

481 

it 

44 

44 

if 

141.4 

41.49 

2.27 

5.56 

512 

6 

x3H 

16x 

:3^ 

67.2 

19.68 

2.46 

6.68 

i l 

44 

16 

ire 

77.8 

22.88 

2.49 

6.66 

t i 

44 

44 

88.4 

26.00 

2.52 

6.64 

<i 

44 

9 

16 

99.0 

29.12 

2.54 

6.61 

1 1 

44 

4 4> 

109.6 

32.20 

2.57 

6.59 

ii 

4 4 

ii 

iii 

119.8 

35.24 

2.60 

6.57 

t i 

44 

3/ 

/4 

130.4 

38.24 

2.63 

6.55 

ii 

13 

16 

44 

. 16 

140.2 

41.24 

2.66 

6.53 

4 4 

. Vs 

it 

3^ 

150.4 

44.20 

2.69 

6.51 

ii 

15. 

16 

it 

15 

TT 

160,2 

47.12 

2.72 

6.48 

it 

44 

1 

44 

1 

i7o:o 

50.00 

2.75 

6;46 

CAMBRIA  STEEL. 


229 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  RADIUS  OF  GYRATION 
AXIS  2-2. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


1+ 


(12  L)2 
36  000  r2 


Length  in  Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

82 

34 

36 

38 

40 

94 

92 

91 

90 

88 

87 

85 

83 

81 

80 

78 

76 

74 

72 

70 

116 

115 

113 

111 

109 

107 

105 

103 

101 

98 

96 

94 

91 

89 

86 

138 

136 

135 

132 

130 

128 

125 

123 

120 

117 

114 

111 

108 

105 

103 

160 

158 

156 

153 

150 

148 

145 

142 

138 

135 

132 

128 

125 

122 

118 

181 

179 

176 

173 

170 

167 

164 

160 

157 

153 

149 

145 

141 

138 

134 

202 

199 

196 

193 

190 

186 

183 

179 

174 

170 

166 

162 

157 

153 

149 

222 

219 

216 

213 

209 

205 

201 

196 

192 

187 

182 

178 

173 

168 

163 

100 

99 

97 

96 

94 

93 

91 

89 

87 

85 

83 

81 

79 

77 

75 

124 

122 

121 

119 

117 

115 

113 

110 

108 

106 

103 

101 

98 

95 

93 

147 

146 

144 

141 

139 

137 

134 

131 

128 

125 

122 

119 

116 

113 

no 

170 

168 

166 

164 

161 

158 

155 

152 

148 

145 

141 

138 

134 

131 

127 

193 

191 

188 

185 

182 

179 

175 

172 

168 

164 

160 

156 

152 

148 

144 

216 

213 

210 

207 

203 

199 

195 

191 

187 

183 

178 

174 

169 

165 

160 

238 

235 

231 

228 

224 

220 

215 

211 

206 

201 

196 

191 

186 

181 

176 

259 

256 

252 

248 

244 

239 

235 

230 

224 

219 

214 

208 

203 

197 

191 

280 

277 

273 

268 

264 

259 

253 

248 

242 

236 

231 

225 

219 

213 

207 

148 

147 

145 

144 

142 

140 

138 

136 

134 

132 

129 

127 

125 

122 

120 

176 

175 

173 

171 

169 

167 

165 

162 

160 

157 

154 

151 

148 

145 

142 

204 

202 

200 

198 

196 

193 

191 

188 

185 

182 

178 

175 

172 

168 

165 

232 

230 

228 

225 

222 

219 

216 

213 

210 

206 

202 

198 

195 

191 

187 

259 

257 

254 

251 

248 

245 

242 

238 

234 

230 

226 

221 

217 

213 

208 

286 

283 

281 

277 

274 

270 

266 

262 

258 

254 

249 

244 

239 

234 

229 

312 

310 

306 

303 

299 

295 

291 

286 

282 

277 

272 

266 

261 

256 

250 

338 

335 

332 

328 

324 

320 

315 

310 

305 

299 

294 

288 

282 

277 

271 

364 

361 

357 

353 

348 

344 

339 

333 

328 

322 

316 

310 

303 

297 

291 

389 

386 

382 

277 

373 

367 

362 

356 

350 

344 

337 

331 

324 

317 

310 

180 

178 

177 

176 

174 

173 

171 

169 

167 

165 

163 

160 

158 

156 

153 

214 

213 

211 

210 

208 

206 

204 

202 

199 

197 

194 

191 

188 

186 

183 

249 

247 

245 

243 

241 

239 

236 

234 

231 

228 

225 

222 

218 

215 

212 

283 

281 

279 

277 

274 

271 

269 

265 

262 

259 

255 

252 

248 

244 

240 

316 

314 

312 

309 

307 

304 

300 

297 

293 

290 

286 

281 

277 

273 

269 

349 

347 

345 

342 

339 

335 

332 

328 

324 

320 

315 

311 

306 

301 

296 

382 

380 

377 

374 

370 

367 

363 

358 

354 

349 

345 

340 

334 

329 

324 

414 

412 

409 

405 

402 

398 

393 

389 

384 

379 

373 

368 

362 

357 

351 

446 

443 

440 

436 

432 

428 

423 

418 

413 

408 

402 

396 

390 

384 

378 

478 

475 

471 

467 

463 

458 

453 

448 

442 

436 

430 

424 

417 

411 

404 

509 

506 

502 

498 

493 

488 

483 

477 

471 

465 

458 

451 

444 

437 

430 

243 

242 

241 

239 

238 

236 

234 

232 

230 

228 

225 

223 

221 

218 

215 

282 

281 

279 

278 

276 

274 

272 

269 

267 

264 

262 

259 

256 

253 

250 

321 

319 

318 

316 

314 

311 

309 

306 

303 

300 

297 

294 

291 

287 

284 

359 

357 

356 

353 

351 

348 

346 

343 

340 

336 

333 

329 

325 

321 

317 

397 

395 

393 

391 

388 

385 

382 

379 

375 

372 

368 

364 

359 

355 

351 

435 

433 

430 

428 

425 

421 

418 

414 

411 

406 

402 

398 

393 

388 

384 

472 

470 

467 

464 

461 

457 

454 

450 

446 

441 

436 

432 

427 

421 

416 

509 

506 

503 

500 

497 

493 

489 

485 

480 

475 

470 

465 

459 

454 

448 

545 

542 

539 

536 

532 

528 

524 

519 

514 

509 

504 

498 

492 

486 

480 

581 

578 

575 

571 

567 

563 

558 

553 

548 

542 

537 

531 

524 

518 

511 

617 

613 

610 

606 

602 

597 

592 

587 

581 

575 

569 

563 

556 

549 

542 

280 


CAMBBIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OP  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 

CALCULATED  FOR  RADIUS  OF  GYRATION,  “ ^ 

AXIS  2-2. 

« ^ j , -B  in  50  000  l- 

Based  on  Gordon’s  Formula,  P = 


Safety  factor  4. 


1+; 


(12  L)2 
36  000  r2 


Size 

of 

ingles. 

Size 

of 

Plates. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 
in  Feet. 

Inches. 

Inches. 

Lbaperlt 

Sq.  Ins. 

Inches. 

Inches. 

6 

8 

10 

8 

x2J^ 

44 

12 

Xj^ 

28.2 

8.24 

1.12 

4.87 

103 

102 

101 

<< 

** 

35.2 

10.23 

1.15 

4.85 

127 

126 

126 

it 

44 

44 

Vb 

41.7 

12.18 

1.17 

4.83 

151 

151 

150 

tt 

44 

A 

ii 

T(Z 

48.3 

14.13 

1.20 

4.81 

175 

174 

173 

It 

44 

** 

54.4 

16.00 

1.23 

4.78 

199 

198 

197 

(( 

44 

A 

44 

A 

61.0 

17.87 

1.26 

4.76 

222 

221 

219 

44 

44 

5f 

67.1 

19.70 

1.28 

4.74 

245 

243 

242 

8^x2H 

12 

x^ 

29.8 

8.76 

1.35 

4.94 

108 

108 

44 

37.2 

10.87 

1.38 

4.92 

134 

134 

44 

% 

44 

44.1 

12.94 

1.41 

4.90 

160 

159 

44 

it 

51.1 

14.97 

1.43 

4.88 

185 

184 

44 

3^ 

58.0 

17.00 

1.46 

4.85 

210 

209 

A 

ii 

64.6 

18.99 

1.49 

4.83 

235 

233 

(< 

44 

ii 

5^ 

71.5 

20.94 

1.52 

4.81 

259 

257 

<( 

44 

H 

ii 

H 

78.1 

22.85 

1.55 

4.79 

283 

281 

44 

ii 

5< 

84.2 

24.76 

1.58 

4.77 

306 

304 

4 

X 8 

xifir 

14 

Xl^ 

43.7 

12.74 

1.54 

5.72 

158 

157 

< i 

44 

% 

4 4 

5^ 

51.9 

15.17 

1.57 

5.70 

188 

188 

44 

44 

4 4 

tV 

60.0 

17.61 

1.60 

5.68 

218 

217 

44 

44 

y2 

“ 

34 

68.2 

20.00 

1.62 

5.66 

248 

247 

44 

44 

■h 

44 

76.4 

22.36 

1.65 

5.63 

277 

276 

4 4 

4 4 

% 

44 

54 

84.1 

24.67 

1.68 

5.61 

306 

305 

44 

H 

44 

if 

91.9 

26.99 

1.71 

5.59 

335 

333 

4 4 

4 4 

% 

44 

54 

99.7 

29.26 

1.74 

5.57 

363 

361 

44 

44 

if 

44 

H 

107.1 

31.50 

1.77 

5.55 

390 

389 

44 

44 

Vs 

44 

% 

114.9 

33.69 

1.80 

5.53 

418 

416 

5 

x8^ 

X^ 

16 

X^ 

51.8 

15.24 

1.94 

6.59 

189 

44 

44 

Yb 

44 

62.0 

18.20 

1.97 

6.57 

225 

44 

44 

ire 

71.8 

21.12 

2.00 

6.54 

261 

44 

44 

34 

44 

54 

81.6 

24.00 

2.02 

6.52 

297  - 

4 4 

44 

** 

91.4 

26.88 

2.05 

6.50 

333 

44 

44 

54 

** 

54 

101.2 

29.68 

2.08 

6.48 

368 

44 

44 

if 

** 

if 

110.6 

32.48 

2.11 

6.46 

402 

44 

44 

44 

54 

120.0 

35.24 

2.14 

6.44 

436 

44 

44 

if 

44 

if 

129.4 

38.00 

2.17 

6.41 

470 

44 

44 

44 

34 

138.4 

40.68 

2.19 

6.39 

504 

44 

44 

if 

44 

if 

147.8 

43.36 

2.22 

6.37 

537 

6 

x8H 

x54 

18 

x54 

69.8 

20.43 

2.42 

7.49 

(i 

44 

44 

80.8 

23.76 

2.44 

7.47 

44 

34 

44 

54 

91.8 

27.00 

2.47 

7.45 

4( 

44 

44 

-h 

102.8 

30.25 

2.50 

7.42 

<( 

44 

54 

44 

54 

113.9 

33.45 

2.52 

7.40 

(( 

44 

if 

44 

if 

124.5 

36.62 

2.55 

7.38 

<( 

44 

54 

44 

54 

135.5 

39.74 

2.58 

7.36 

<< 

44 

if 

44 

if 

145.7 

42.87 

2.61 

7.34 

<4 

44 

% 

% 

156.4 

45.95 

2.64 

7.32 

44 

44 

if 

** 

if 

166.6 

49.00 

2.67 

7.29 

44 

<( 

1 

44 

1 

176.8 

52.00 

2.70 

7.27 

CAMBKIA  STEEL.  281 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 

CALCULATED  FOR  RADIUS  OF  GYRATION, 

AXIS  2-2. 


Based  on  Gordon’s  Formula,  P = 

^ . (12  L)2 

Safety  factor  4.  ^36  000 


Length  in  Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

101 

100 

99 

98 

97 

95 

94 

93 

91 

90 

88 

86 

85 

83 

81 

125 

124 

123 

121 

120 

118 

116 

115 

113 

111 

109 

107 

105 

103 

101 

149 

147 

146 

144 

143 

141 

139 

137 

134 

132 

130 

127 

125 

122 

120 

172 

171 

169 

167 

165 

163 

160 

158 

155 

153 

150 

147 

144 

141 

138 

195 

193 

191 

189 

187 

184 

182 

179 

176 

173 

170 

166 

163 

160 

156 

218 

216 

214 

211 

209 

206 

203 

199 

196 

193 

189 

185 

182 

178 

174 

240 

238 

235 

233 

230 

227 

223 

220 

216 

212 

208 

204 

200 

196 

192 

107 

106 

105 

104 

103 

101 

100 

98 

97 

95 

94 

92 

90 

88 

87 

133 

131 

130 

129 

127 

126 

124 

122 

120 

118 

116 

114 

112 

110 

107 

158 

157 

155 

153 

152 

150 

148 

145 

143 

141 

138 

136 

133 

130 

128 

183 

181 

180 

178 

175 

173 

171 

168 

165 

163 

160 

157 

154 

151 

148 

207 

206 

204 

201 

199 

196 

194 

191 

188 

184 

181 

178 

174 

171 

167 

232 

230 

227 

225 

222 

219 

216 

213 

209 

206 

202 

198 

194 

190 

186 

255 

253 

251 

248 

245 

242 

238 

234 

231 

227 

222 

218 

214 

210 

205 

279 

276 

274 

270 

267 

264 

260 

256 

251 

247 

242 

238 

233 

228 

223 

302 

299 

296 

293 

289 

285 

281 

277 

272 

267 

262 

257 

252 

247 

241 

156 

156 

154 

153 

152 

150 

149 

147 

145 

143 

142 

140 

137 

135 

133 

187 

185 

184 

183 

181 

179 

177 

175 

173 

171 

169 

166 

164 

161 

159 

216 

215 

213 

212 

210 

208 

205 

203 

201 

198 

195 

193 

190 

187 

184 

246 

244 

242 

240 

238 

236 

233 

231 

228 

225 

222 

218 

215 

212 

208 

275 

273 

271 

269 

266 

263 

261 

258 

254 

251 

248 

244 

240 

236 

233 

303 

301 

299 

296 

294 

291 

288 

284 

281 

277 

273 

269 

265 

261 

257 

331 

329 

327 

324 

321 

318 

314 

311 

307 

303 

298 

294 

289 

285 

280 

359 

357 

354 

351 

348 

344 

340 

336 

332 

328 

323 

318 

313 

308 

303 

386 

384 

381 

378 

374 

370 

366 

362 

357 

352 

347 

342 

337 

331 

326 

413 

411 

407 

404 

400 

396 

392 

387 

382 

377 

371 

366 

360 

354 

348 

188 

187 

186 

185 

184 

182 

181 

179 

178 

176 

174 

172 

170 

168 

166 

224 

223 

222 

221 

219 

218 

216 

214 

212 

210 

208 

205 

203 

201 

198 

260 

259 

258 

256 

254 

252 

250 

248 

246 

243 

241 

238 

235 

233 

230 

296 

295 

293 

291 

289 

287 

285 

282 

279 

277 

274 

271 

267 

264 

261 

331 

330 

328 

326 

324 

321 

318 

316 

313 

309 

306 

303 

299 

295 

292 

366 

364 

362 

360 

357 

355 

352 

349 

345 

342 

338 

334 

330 

326 

322 

400 

399 

396 

394 

391 

388 

385 

381 

378 

374 

370 

365 

361 

357 

352 

435 

432 

430 

427 

424 

421 

417 

414 

410 

405 

401 

396 

392 

387 

382 

468 

466 

463 

460 

457 

453 

450 

445 

441 

437 

432 

427 

422 

416 

411 

502 

499 

496 

493 

489 

486 

481 

477 

472 

467 

462 

457 

451 

446 

440 

534 

532 

529 

525 

521 

517 

513 

508 

503 

498 

492 

487 

481 

475 

468 

253 

252 

251 

250 

248 

247 

245 

244 

242 

240 

238 

236 

234 

232 

229 

294 

293 

291 

290 

288 

287 

285 

283 

281 

279 

276 

274 

272 

269 

266 

334 

333 

331 

330 

328 

326 

324 

322 

319 

317 

314 

312 

309 

306 

303 

374 

373 

371 

369 

367 

365 

363 

360 

358 

355 

352 

349 

346 

342 

339 

414 

412 

410 

408 

406 

404 

401 

398 

395 

392 

389 

385 

382 

378 

374 

453 

451 

449 

447 

445 

442 

439 

436 

433 

429 

426 

422 

418 

414 

410 

492 

490 

488 

485 

483 

480 

477 

473 

470 

466 

462 

458 

453 

449 

444 

530 

528 

526 

523 

520 

517 

514 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

561 

558 

554 

551 

547 

542 

538 

533 

529 

524 

518 

513 

606 

603 

601 

598 

595 

591 

587 

583 

578 

574 

569 

563 

558 

552 

547 

643 

641 

638 

634 

631 

627 

623 

618 

614 

609 

603 

598 

592 

586 

580 

282 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  RADIUS  OF  GYRATION, 
AXIS  2-2. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


1+ 


(12  L)2 
36  000  r2 


-1 


Size 

of 

Angles. 

Size 

of 

Plates. 

¥ei|^ht 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius  of 
Gyration 
Axis  1-1. 

Radius  of 
Gyration 
Axis  2-2. 

Length 

in  Feet. 

Inches. 

Inches. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

Inches. 

10 

12 

7x3HxA 

14x,^ 

“ 

80.8 

23.73 

3.05 

5.92 

293 

292 

<1  4< 

91.8 

27.00 

3.08 

5.90 

334 

332 

<(  (( 

tV 

“ ^ 

103.2 

30.24 

3.11 

5.87 

374 

372 

ii  ii 

Vh 

“ ys 

113.7 

33.43 

3.13 

5.85 

413 

411 

ii  << 

H 

“ H 

124.7 

36.63 

3.17 

5.83 

452 

450 

14  44 

^4 

“ y 

135.3 

39.74 

3.20 

5.81 

491 

489 

4 4 4 4 

H 

“ il 

145.9 

42.86 

3.23 

5.79 

529 

527 

4 4 4 4 

Vs 

“ Vs 

156.5 

45.93 

3.26 

5.76 

567 

564 

4 4 4 4 

“ H 

166.6 

49.01 

3.29 

5.74 

605 

602 

4 4 44 

1 

“ 1 

176.8 

52.00 

3.32 

5.72 

642 

639 

7x3Hx 

4 4 4 4 

ire 

16X3^ 

83.8 

24.60 

3.00 

6.75 

304 

“ M 

95.2 

28.00 

3.02 

6.73 

346 

4 4 4 4 

ire 

“ iV 

107.0 

31.36 

3.06 

6.71 

387 

4 4 4 4 

ys 

“ ys 

118.0 

34.68 

3.08 

6.69 

428 

4 4 4 4 

H 

“ H 

129.4 

38.00 

3.11 

6.67 

469 

4 4 4 4 

y 

“ y 

140.4 

41.24 

3.14 

6.64 

509 

4 4 4 4 

H 

“ H 

151.4 

44.48 

3.17 

6.62 

549 

4 4 4 4 

Vs 

“ Vs 

162.4 

47.68 

3.20 

6.60 

588 

4 4 4 4 

H 

“ H 

173.0 

50.88 

3.23 

6.58 

627 

If  44 

1 

“ 1 

183.6 

54.00 

3.26 

6.56 

666 

7x3Hx* 

18X3^ 

“ 

86.8 

25.48 

2.94 

7.58 

315 

4 4 4 4 

3^ 

98.6 

29.00 

2.97 

7.55 

359 

4 4 4 4 

* 

110.8 

32.49 

3.00 

7.53 

402 

4 4 4 4 

ys 

“ ys 

122.3 

35.93 

3.02 

7.51 

445 

4 4 4 4 

H 

“ ii 

134.1 

39.38 

3.06 

7.49 

487 

4 4 4 4 

H 

“ y 

145.5 

42.74 

3.08 

7.47 

529 

4 4 4 4 

il 

“ if 

156.9 

46.11 

3.11 

7.44 

570 

4 4 4 4 

Vs 

“ Vs 

168.4 

49.43 

3.14 

7.42 

612 

4 4 4 4 

H 

“ if 

179.4 

52.76 

3.17 

7.40 

652 

4 4 4 4 

1 

“ 1 

190.4 

56.00 

3.20 

7.38 

693 

7x3Kx 

1^ 

20x3^ 

89.8 

26.35 

2.89 

8.39 

it  it 

“ 3^ 

102.0 

30.00 

2.92 

8.37 

it  it 

“ A 

114.7 

33.61 

2.95 

8.34 

it  a 

“ 

126.5 

37.18 

2.97 

8.32 

Ii  it 

ii 

“ if 

138.7 

40.75 

3.00 

8.30 

a it 

“ y 

150.6 

44.24 

3.03 

8.28 

it  it 

ii 

“ if 

162.5 

47.73 

3.06 

8.25 

it  it 

14 

“ Vs 

174.3 

51.18 

3.09 

8.23 

II  II 

H 

“ ii 

185.8 

54.63 

3.12 

8.21 

II  II 

1 

“ 1 

197.2 

58.00 

3.15 

8.19 

CAMBRIA  STEEL. 


283 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
PLATE  AND  ANGLE  COLUMNS.  SQUARE  ENDS. 


CALCULATED  FOR  RADIUS  OF  GYRATION, 
AXIS  2-2. 


Based  on  Gordon’s  Formula,  P 
Safety  factor  4. 


50  000 


1+, 


(12  L)2 
36  000  r2 


Length  in  Feet. 


14 

16 

18 

20 

22 

24 

26 

28 

30 

82 

34 

36 

88 

40 

290 

288 

286 

284 

281 

278 

275 

272 

269 

266 

262 

258 

255 

251 

330 

328 

325 

323 

320 

317 

313 

310 

306 

302 

298 

294 

289 

285 

370 

367 

364 

361 

358 

354 

351 

347 

342 

338 

333 

329 

324 

319 

409 

406 

403 

399 

396 

392 

387 

383 

378 

373 

368 

363 

358 

352 

447 

444 

441 

437 

433 

429 

424 

419 

414 

408 

403 

397 

391 

385 

486 

482 

478 

474 

470 

465 

460 

455 

449 

443 

437 

431 

424 

418 

523 

520 

516 

511 

506 

501 

496 

490 

484 

477 

471 

464 

457 

450 

561 

557 

553 

548 

543 

537 

531 

525 

518 

511 

504 

497 

489 

482 

598 

594 

589 

584 

578 

572 

566 

559 

552 

545 

537 

529 

521 

513 

635 

630 

625 

620 

614 

607 

600 

593 

586 

578 

570 

561 

553 

544 

302 

301 

299 

297 

295 

293 

290 

288 

285 

282 

279 

276 

273 

270 

344 

342 

340 

338 

336 

333 

330 

327 

324 

321 

318 

314 

310 

307 

385 

383 

381 

379 

376 

373 

370 

366 

363 

359 

355 

352 

347 

343 

426 

424 

421 

419 

416 

412 

409 

405 

401 

397 

393 

389 

384 

379 

467 

464 

461 

458 

455 

451 

448 

443 

439 

435 

430 

425 

420 

415 

507 

504 

501 

498 

494 

490 

486 

481 

477 

472 

467 

461 

456 

450 

546 

543 

540 

536 

532 

528 

524 

519 

514 

509 

503 

497 

491 

485 

586 

582 

579 

575 

571 

566 

561 

556 

551 

545 

539 

533 

526 

520 

624 

621 

617 

613 

609 

604 

598 

593 

587 

581 

574 

568 

561 

554 

663 

659 

655 

651 

646 

641 

635 

629 

623 

616 

609 

602 

595 

588 

314 

313 

312 

310 

308 

306 

304 

302 

300 

297 

295 

292 

290 

287 

358 

356 

354 

353 

351 

348 

346 

344 

341 

338 

335 

332 

329 

326 

401 

399 

397 

395 

393 

390 

388 

385 

382 

379 

376 

372 

369 

365 

443 

441 

439 

437 

434 

432 

429 

426 

422 

419 

415 

411 

408 

403 

485 

483 

481 

478 

476 

473 

469 

466 

462 

459 

455 

450 

446 

442 

527 

525 

522 

519 

516 

513 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

560 

557 

553 

550 

546 

541 

537 

532 

527 

522 

517 

609 

607 

604 

601 

597 

593 

589 

585 

580 

575 

570 

565 

559 

554 

650 

647 

644 

641 

637 

633 

628 

624 

619 

613 

608 

602 

596 

590 

690 

687 

684 

680 

676 

672 

667 

662 

657 

651 

645 

639 

633 

626 

326 

325 

324 

322 

321 

319 

317 

315 

313 

311 

309 

307 

305 

302 

371 

370 

368 

367 

365 

363 

361 

359 

357 

354 

352 

349 

346 

344 

415 

414 

412 

411 

409 

407 

404 

402 

399 

397 

394 

391 

388 

385 

460 

458 

456 

454 

452 

450 

447 

445 

442 

439 

436 

432 

429 

426 

503 

502 

500 

498 

495 

493 

490 

487 

484 

481 

477 

473 

470 

466 

547 

545 

543 

541 

538 

535 

532 

529 

526 

522 

518 

514 

510 

506 

590 

588 

585 

583 

580 

577 

574 

570 

567 

563 

559 

554 

550 

545 

633 

630 

628 

625 

622 

619 

615 

612 

608 

603 

599 

594 

590 

585 

675 

672 

670 

667 

664 

660 

656 

652 

648 

644 

639 

634 

629 

623 

717 

714 

711 

708 

705 

701 

697 

693 

688 

683 

678 

673 

667 

662 

234 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
LATTICED  CHANNEL  COLUMNS. 

SQUARE  ENDS. 


Based  on  Gordon's  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


Safety  factor  4. 


Depth 

of 

Channel. 

Weight 
of  each 
Channel. 

Area 

of  Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Inches. 

Lbs.  per  Foot. 

Sq.  Ins. 

Inches. 

4 

6 

8 

10 

12 

14 

6 

8.0 

4.76 

2.34 

59 

58 

57 

55 

54 

52 

<< 

10.5 

6.18 

2.21 

76 

75 

73 

71 

69 

67 

it 

13.0 

7.64 

2.13 

94 

93 

90 

88 

85 

81 

ii 

15.5 

9.12 

2.06 

112 

no 

107 

104 

100 

96 

7 

9.75 

5.70 

2.72 

71 

70 

69 

68 

66 

65 

i i 

12.25 

7.20 

2.59 

89 

88 

87 

85 

83 

81 

it 

14.75 

8.68 

2.50 

107 

106 

104 

102 

99 

96 

ii 

17.25 

10.14 

2.44 

125 

124 

121 

119 

116 

112 

i i 

19.75 

11.62 

2.39 

144 

142 

139 

136 

132 

128 

8 

11.25 

6.70 

3.11 

83 

83 

82 

80 

79 

77 

“ 

13.75 

8.08 

2.99 

100 

99 

98 

97 

95 

93 

1 i 

16.25 

9.56 

2.89 

119 

117 

116 

114 

112 

109 

it 

18.75 

11.02 

2.82 

137 

135 

134 

131 

128 

125 

** 

21.25 

12.50 

2.77 

155 

153 

151 

149 

145 

142 

9 

13.25 

7.78 

3.45 

96 

95 

94 

93 

91 

ii 

15.00 

8.82 

3.37 

109 

108 

107 

105 

103 

i i 

20.00 

11.76 

3.20 

145 

143 

142 

139 

137 

25.00 

14.70 

3.08 

181 

179 

177 

173 

170 

10 

15.0 

8.92 

3.84 

no 

no 

109 

107 

106 

“ 

20.0 

11.76 

3.66 

146 

144 

143 

141 

139 

25.0 

14.70 

3.52 

182 

180 

178 

176 

173 

<( 

30.0 

17.64 

3.41 

218 

216 

213 

210 

207 

ii 

35.0 

20.58 

3.31 

254 

251 

248 

245 

240 

12 

20.5 

12.06 

4.61 

149 

148 

147 

146 

< ( 

25.0 

14.70 

4.43 

181 

180 

179 

177 

( ( 

30.0 

17.64 

4.28 

217 

216 

214 

211 

(( 

35.0 

20.58 

4.17 

254 

251 

249 

246 

it 

40.0 

23.52 

4.09 

289 

287 

284 

281 

15 

33.0 

19.80 

5.59 

246 

244 

243 

241 

( t 

35.0 

20.58 

5.56 

255 

254 

252 

251 

40.0 

23.52 

5.44 

291 

290 

288 

286 

“ 

45.0 

26.48 

5.32 

328 

326 

324 

322 

it 

50.0 

29.42 

5.23 

364 

363 

360 

357 

it 

55.0 

32.36 

5.16 

400 

399 

396 

393 

For  detail  dimensions  see  page  196. 


CAMBRIA  STEEL. 


235 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
LATTICED  CHANNEL  COLUMNS. 

SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = ♦ Safety  factor  4. 

^36  000  r2 


Length  in  Feet. 

Weight 
of  each 
GhanneL 

Depth 

of 

Channels. 

16 

18 

20 

22 

24 

26 

28 

30 

Lbs.  per  Foot. 

Inches. 

50 

48 

46 

44 

42 

8.0 

6 

64 

61 

58 

55 

52 

10.5 

n 

78 

74 

71 

67 

63 

13.0 

II 

92 

88 

83 

78 

74 

15.5 

II 

63 

61 

58 

56 

54 

52 

9.75 

7 

78 

76 

73 

70 

67 

64 

12.25 

93 

90 

86 

83 

79 

76 

14.75 

a 

108 

104 

100 

96 

92 

87 

17.25 

a 

123 

119 

113 

108 

104 

98 

19.75 

it 

76 

74 

72 

70 

68 

65 

63 

61 

11.25 

8 

90 

88 

86 

83 

80 

78 

75 

72 

13.75 

“ 

107 

104 

100 

97 

94 

90 

87 

83 

16.25 

II 

122 

118 

115 

111 

107 

103 

99 

95 

18.75 

** 

138 

134 

129 

124 

120 

115 

111 

106 

21.25 

90 

88 

86 

84 

82 

80 

77 

75 

13.25 

9 

101 

99 

97 

94 

92 

90 

87 

84 

15.00 

it 

134 

131 

127 

124 

120 

116 

113 

109 

20.00 

it 

166 

162 

157 

153 

149 

143 

139 

134 

25.00 

it 

104 

102 

101 

99 

97 

95 

93 

90 

15.0 

10 

136 

134 

131 

128 

125 

122 

119 

116 

20.0 

II 

170 

166 

163 

159 

155 

151 

148 

143 

25.0 

** 

203 

198 

194 

189 

185 

179 

174 

168 

30.0 

II 

236 

230 

225 

219 

213 

207 

201 

194 

35.0 

** 

144 

142 

140 

138 

136 

134 

131 

129 

20.5 

12 

175 

172 

17C 

167 

165 

161 

159 

155 

25.0 

II 

209 

206 

203 

200 

198 

192 

187 

184 

30.0 

II 

243 

240 

236 

231 

227 

223 

218 

213 

35.0 

II 

277 

273 

268 

263 

258 

253 

248 

243 

40.0 

II 

240 

238 

235 

233 

230 

228 

225 

222 

33.0 

15 

249 

247 

245 

242 

240 

236 

234 

230 

35.0 

It 

284 

282 

279 

276 

273 

269 

266 

262 

40.0 

** 

319 

316 

313 

310 

306 

302 

298 

294 

45.0 

II 

354 

352 

348 

344 

339 

334 

329 

325 

50.0 

** 

390 

386 

381 

377 

372 

368 

362 

357 

55.0 

II 

For  detail  dimensions  see  page  196. 


286 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
LATTICED  CHANNEL  COLUMNS. 

SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+, 


(12  L)2 
36  000  r2 


Safety  factor  4. 


Depth 

of 

Channels. 

Weight 
of  each 
Channel. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Inches. 

Lbs.  per  Foot. 

Sq.  Ins. 

Inches. 

82 

84 

86 

88 

40 

9 

13.25 

7.78 

3.45 

73 

71 

<( 

15.00 

8.82 

3.37 

81 

79 

<< 

20.00 

11.76 

3.20 

106 

101 

tt 

25.00 

14.70 

3.08 

129 

124 

10 

15.0 

8.92 

3.84 

87 

85 

83 

<1 

20.0 

11.76 

3.66 

113 

109 

106 

it 

25.0 

14.70 

3.52 

138 

134 

130 

tt 

30.0 

17.64 

3.41 

163 

158 

153 

<« 

35.0 

20.58 

3.31 

188 

183 

176 

12 

20.5 

12.06 

4.61 

127 

124 

121 

119 

116 

(( 

25.0 

14.70 

4.43 

152 

149 

146 

142 

139 

ti 

30.0 

17.64 

4.28 

180 

176 

172 

167 

164 

<< 

35.0 

20.58 

4.17 

208 

203 

199 

193 

188 

40.0 

23.52 

4.09 

236 

231 

224 

218 

212 

15 

33.0 

19.80 

5.59 

219 

215 

213 

209 

206 

it 

35.0 

20.58 

5.56 

228 

224 

220 

217 

213 

tt 

40.0 

23.52 

5.44 

258 

254 

250 

246 

241 

45.0 

26.48 

5.32 

289 

284 

279 

275 

270 

tt 

50.0 

29.42 

5.23 

320 

315 

309 

303 

299 

tt 

55.0 

32.36 

5.16 

351 

344 

338 

332 

325 

For  detail  dimensions  see  page  196. 


SIZE  OF  LATTICE  BARS  TO  BE  USED  WITH 
LATTICED  CHANNEL  COLUMNS. 


Depth 

of 

Channels. 

Dimensions  of  Lattice 
Bars. 

Weight  of 
Lattice  Bars 

Center  of  Hole 
to  End  of  Bar. 
(a) 

Distance  Center  to  Center 
of  Rivets,  (d) 

w 

Thickness. 

per  Foot. 

Maximum. 

Minimum. 

Inches. 

Inches. 

Inch. 

Pounds. 

Inch. 

6 

IH 

1.28 

IVs 

O'  - 11^" 

6^" 

7 

IH 

1.49 

IVs 

r - IM" 

7Vs" 

8 

2 

2.12 

VA 

1'-  3" 

8H" 

9 

2 

2.12 

IH 

1'-  41^" 

914" 

10 

2 

Vs 

2.55 

lA 

1'-  614" 

lOH" 

12 

2K 

Vs 

2.87 

m 

1'  - 1014" 

13" 

15 

2K 

Vs 

3.19 

m 

2'-  2A" 

15^" 

CAMBRIA  STEEL. 


237 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
LATTICED  CHANNEL  COLUMNS. 

SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+. 

4 

(12  L)2 
36  000  r3 


Safety  factor  4. 


Length  in  Feet. 

Weight 
of  each 
Channel. 

Depth 

of 

Channels. 

42 

_48_ 

50 

52_ 

54 

Lbs.  per  Foot. 

Inches. 

13.25 

9 

15.00 

20.00 

<< 

25.00 

ti 

15.0 

10 

20.0 

< ( 

25.0 

tt 

30.0 

li 

35.0 

<< 

113 

111 

108 

20.5 

12 

135 

132 

128 

25.0 

it 

159 

155 

151 

30.0 

tt 

183 

178 

173 

35.0 

tt 

206 

200 

196 

40.0 

tt 

202 

199 

195 

192 

188 

184 

181 

33.0 

15 

210 

206 

203 

199 

194 

191 

187 

35.0 

238 

233 

228 

224 

220 

215 

211 

40.0 

tt 

265 

260 

255 

250 

245 

239 

234 

45.0 

** 

293 

287 

281 

275 

269 

264 

258 

50.0 

tt 

319 

314 

307 

301 

294 

287 

281 

55.0 

tt 

For  detail  dimensions  see  page  196. 


SIZE  OF  STAY  PLATES  TO  BE  USED  WITH 
LATTICED  CHANNEL  COLUMNS. 


Minimum  size  of  Stay 

Plates  at  Ends  of  Columns. 

Weight  of 

Diameter 

oji 

i 

io 

¥ 

1 

Minimum 

of 

Oil 

lo 

b 

Thickness. 

1 

Stay  Plates. 

Rivets. 

O 1 

1 

— -b — 1 
1 1 

1 1 

lo 

i 

1 

Inches. 

Inch. 

Inches. 

Pounds. 

Inch. 

. 

lo 

. L 

SH 

7^ 

4.38 

1 

\ ^ 

9^ 

H 

10 

6.55 

^ 1 

10^ 

A 

9 

8.37 

( 

(1 

UH 

•^6 

12 

11.95 

V 

1 

12 

15.62 

H 

1 

UH 

15 

22.73 

H 

leH 

15 

25.90 

H 

288 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
6"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


'50  000 


1+; 


(12  L)2 
36  000  r* 


1 

P* 

SERIES  A. 


Safety  factor  4. 


Weight 

of  each 

Ghaunel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of  Column 

Section. 

Least 

Radius  of 

Gyration. 

Length  in  Feet. 

Lbs.  per  Foot. 

Inch. 

Lbs.perR 

Sq.  Ins. 

Inches. 

4 

6 

8 

10 

8 

H 

29.6 

8.76 

2.35 

108 

107 

105 

102 

** 

33.0 

9.76 

2.35 

121 

119 

117 

114 

it 

36.4 

10.76 

2.34 

133 

131 

129 

125 

39.8 

11.76 

2.34 

145 

143 

141 

137 

<( 

43.2 

12.76 

2.34 

158 

155 

152 

149 

A 

46.6 

13.76 

2.34 

170 

167 

164 

160 

** 

50.0 

14.76 

2.33 

182 

180 

176 

172 

10.5 

H 

34.6 

10.18 

2.27 

126 

124 

121 

118 

38.0 

11.18 

2.27 

138 

136 

133 

130] 

ys 

41.4 

12.18 

2.28 

150 

148 

145 

141 

tt 

44.8 

13.18 

2.28 

163 

160 

157 

153  i 

tt 

48.2 

14.18 

2.28 

175 

173 

169 

165 

tt 

ire 

51.6 

15.18 

2.28 

187 

185 

181 

176 

tt 

ys 

55.0 

16.18 

2.28 

200 

197 

193 

188 

18 

H 

39.6 

11.64 

2.20 

144 

141 

138 

135 

tt 

A 

43.0 

12.64 

2.21 

156 

154 

150 

146 

tt 

ys 

46.4 

13.64 

2.22 

168 

166 

162 

158 

tt 

49.8 

14.64 

2.23 

181 

178 

174 

169 

tt 

53.2 

15.64 

2.23 

193 

190 

186 

181 

tt 

1^ 

56.6 

16.64 

2.24 

205 

202 

198 

192 

tt 

60.0 

17.64 

2.24 

218 

214 

210 

204 

15.5 

44.6 

13.12 

2.14 

162 

159 

155 

151 

A 

48.0 

14.12 

2.15 

174 

171 

167 

162 

tt 

ys 

51.4 

15.12 

2.16 

186 

183 

179 

174 

** 

TS 

54.8 

16.12 

2.17 

199 

195 

191 

186 

tt 

58.2 

17.12 

2.18 

211 

207 

203 

197 

** 

61.6 

18.12 

2.19 

224 

220 

215 

209 

tt 

ys 

65.0 

19.12 

2.19 

236 

232 

227 

220 

For  detail  dimensions  see  page  198. 


CAMBRIA  STEEL. 


239 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
6"  CHANNEL  AND  PLATE  COLUMNS. 


SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+: 


(12  L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 

K— 8-— >! 


1 

r 

4 

Length  in  Feet. 

Thickness 

of 

Plates. 

Weight 

of  each 

Channel. 

12 

14 

16 

18 

20 

22 

24 

Inch. 

Lbs.  per  Foot. 

99 

96 

92 

89 

85 

81 

77 

8 

111 

107 

103 

99 

95 

90 

86 

tt 

122 

118 

114 

109 

104 

99 

94 

Vs 

tt 

133 

128 

124 

119 

114 

109 

103 

tt 

144 

139 

135 

129 

124 

118 

112 

y2 

tt 

156 

150 

145 

139 

133 

127 

121 

tt 

166 

161 

155 

149 

142 

136 

130 

Va 

tt 

114 

no 

106 

102 

97 

92 

88 

H 

10.5 

126 

121 

117 

112 

107 

102 

96 

A 

it 

137 

133 

127 

122 

116 

111 

106 

Va 

148 

143 

138 

132 

126 

120 

114 

tt 

159 

154 

148 

142 

135 

130 

123 

y2 

tt 

171 

165 

159 

152 

144 

139 

132 

tt 

182 

176 

169 

162 

154 

148 

140 

Va 

tt 

130 

125 

120 

115 

109 

104 

99 

• y 

13 

141 

136 

131 

125 

119 

113 

107 

tt 

153 

147 

141 

135 

129 

122 

116 

Va 

tt 

164 

158 

152 

145 

138 

131 

125 

tt 

175 

169 

162 

155 

148 

140 

133 

y2 

** 

186 

179 

173 

166 

158 

150 

143 

tt 

197 

190 

183 

176 

167 

159 

151 

Va 

146 

140 

134 

128 

122 

115 

109 

K 

15.5 

157 

151 

145 

138 

131 

125 

118 

“ 

170 

162 

155 

148 

140 

133 

127 

Va 

** 

180 

172 

165 

158 

150 

143 

135 

tt 

191 

184 

176 

168 

160 

152 

144 

y 

202 

195 

187 

178 

170 

162 

153 

tt 

213 

205 

197 

188 

180 

171 

161 

Va 

tt 

For  detail  dimensions  see  page  198. 


240 


CAMBBIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
7"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = - 


50  000 


H- 

i-Tk. 

4 

1+; 


(12  L)2 
36  000  ra 


SERIES  A. 


Safety  factor  4. 


Weight 
of  each 
Channel. 

Thickness 

of 

Plates. 

Weight 

Column. 

Area 

of  Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.  per  Foot. 

Inch. 

Lbs.perPt. 

Sq.  Ins. 

Inches. 

4 

6 

8 

10 

9.75 

H 

34.8 

10.20 

2.63 

126 

125 

123 

121 

41 

A 

38.6 

11.32 

2.63 

140 

139 

137 

134 

II 

H 

42.5 

12.45 

2.62 

154 

152 

150 

147 

iV 

46.3 

13.58 

2.62 

168 

166 

163 

160 

** 

50.1 

14.70 

2.62 

182 

180 

177 

174 

II 

A' 

53.9 

15.82 

2.62 

196 

194 

190 

187 

II 

Vs 

57.8 

16.95 

2.62 

210 

207 

204 

200 

12.26 

H 

39.8 

11.70 

2.55 

145 

143 

141 

138 

II 

A 

43.6 

12.82 

2.56 

159 

157 

154 

151 

II 

Vs 

47.5 

13.95 

2.56 

173 

171 

168 

164 

II 

51.3 

15.08 

2.56 

187 

185 

182 

178 

II 

55.1 

16.20 

2.57 

200 

198 

195 

191 

II 

A 

58.9 

17.32 

2.57 

214 

212 

208 

204 

II 

Vs 

62.8 

18.45 

2.57 

228 

226 

222 

217 

14.75 

H 

44.8 

13.18 

2.49 

163 

161 

158 

155 

II 

48.6 

14.30 

2.50 

177 

175 

172 

168 

II 

Vs 

52.5 

15.43 

2.50 

191 

189 

185 

181 

II 

IT 

56.3 

16.56 

2.51 

205 

202 

199 

195 

II 

Vi 

60.1 

17.68 

2.52 

219 

216 

212 

208 

II 

63.9 

18.80 

2.52 

233 

230 

226 

221 

II 

Vs 

67.8 

19.93 

2.53 

247 

244 

239 

234 

17.25 

49.8 

14.64 

2.42 

181 

178 

175 

171 

II 

53.6 

15.76 

2.43 

195 

192 

189 

185 

Vs 

57.5 

16.89 

2.45 

209 

206 

202 

198 

II 

TE 

61.3 

18.02 

2.46 

223 

220 

216 

211 

II 

Vi 

65.1 

19.14 

2.46 

237 

234 

229 

224 

II 

68.9 

20.26 

2.47 

251 

248 

243 

238 

II 

Vs 

72.8 

21.39 

2.48 

265 

261 

257 

251 

19.75 

H 

54.8 

16.12 

2.37 

199 

197 

193 

188 

II 

IT 

58.6 

17.24 

2.38 

213 

210 

206 

201 

II 

Vs 

62.5 

18.37 

2.40 

227 

224 

220 

214 

II 

A 

66.3 

19.50 

2.41 

241 

238 

234 

228 

II 

70.1 

20.62 

2.42 

255 

251 

247 

242 

73.9 

21.74 

2.43 

269 

265 

260 

255 

II 

Vs 

77.8 

22.87 

2.44 

283 

279 

274 

268 

For  detail  dimensions  see  page  198. 


CAMBRIA  STEEL. 


241 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
7"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+. 


(12  L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 


!«— -9--^ 

■-Si 


il 


Length  in  Feet. 

Thickness 

of 

Plates. 

Weight 
of  each 
Channel. 

12 

14 

16 

18 

20 

22 

24 

26 

Inch. 

Lbs.per  Ft. 

118 

115 

111 

108 

104 

99 

96 

92 

9.75 

130 

127 

123 

119 

115 

no 

106 

102 

A 

143 

140 

135 

131 

126 

121 

116 

112 

Vs 

€t 

156 

153 

148 

143 

138 

132 

127 

122 

it 

169 

165 

160 

154 

149 

143 

137 

132 

tt 

182 

178 

172 

166 

161 

154 

148 

142 

tt 

195 

190 

184 

178 

172 

165 

158 

152 

Vs 

tt 

134 

130 

126 

122 

118 

113 

108 

103 

H 

12.25 

147 

143 

139 

134 

129 

124 

118 

113 

TS 

160 

156 

151 

146 

140 

135 

129 

123 

Vs 

f t 

173 

168 

163 

158 

152 

145 

139 

133 

“ 

186 

181 

176 

169 

163 

156 

150 

144 

(( 

199 

194 

188 

181 

174 

167 

161 

154 

tt 

212 

207 

200 

193 

185 

178 

171 

164 

151 

146 

142 

136 

131 

126 

120 

115 

14.75 

164 

159 

154 

148 

142 

136 

131 

125 

(( 

177 

171 

166 

160 

154 

147 

141 

135 

Vs 

tt 

190 

184 

178 

171 

165 

158 

151 

144 

202 

196 

191 

184 

177 

170 

162 

155 

tt 

215 

209 

203 

196 

188 

180 

173 

165 

tt 

229 

222 

215 

207 

199 

191 

183 

175 

Vs 

tt 

166 

161 

156 

150 

143 

137 

131 

126 

H 

17.25 

180 

174 

168 

162 

155 

148 

142 

135 

( ( 

193 

187 

181 

174 

166 

159 

153 

146 

¥ 

206 

199 

193 

186 

178 

171 

163 

155 

218 

212 

205 

197 

190 

182 

173 

165 

tt 

231 

224 

217 

209 

201 

192 

184 

176 

tt 

245 

238 

229 

220 

212 

203 

194 

186 

tt 

183 

177 

170 

164 

157 

150 

143 

136 

19.75 

196 

189 

183 

175 

168 

161 

153 

146 

_5, 

tt 

209 

202 

195 

187 

180 

172 

164 

157 

tt 

222 

215 

208 

199 

191 

183 

174 

166 

234 

227 

220 

211 

202 

194 

185 

177 

y2 

(( 

248 

240 

231 

223 

214 

204 

195 

186 

(( 

261 

253 

243 

235 

225 

216 

207 

196 

Vs 

For  detail  dimensions  see  page  198. 


242 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
8"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


[<-- 

1-^ 

-lo'-'- 

r 

(12  L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 


Weight 
of  each 
Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.  per  Foot. 

Inch. 

Lbs.perR 

Sq  Ins. 

Inches. 

4 

6 

8 

10 

12 

11.25 

H 

39.5 

11.70 

2.98 

145 

144 

142 

140 

137 

A 

43.7 

12.95 

2.97 

161 

159 

157 

155 

152 

ii 

H 

48.0 

14.20 

2.97 

176 

175 

172 

170 

167 

it 

iV 

52.3 

15.45 

2.96 

192 

190 

188 

185 

181 

“ 

56.5 

16.70 

2.95 

207 

205 

203 

200 

196 

II 

IT 

60.8 

17.95 

2.95 

223 

221 

219 

214 

210 

II 

ys 

65.0 

19.20 

2.95 

238 

236 

233 

229 

225 

13.75 

H 

44.5 

13.08 

2.92 

162 

161 

159 

156 

153 

A 

48.7 

14.33 

2.92 

178 

176 

174 

171 

168 

Vs 

53.0 

15.58 

2.92 

193 

191 

189 

186 

182 

it 

57.3 

16.83 

2.91 

209 

207 

204 

201 

197 

it 

34 

61.5 

18.08 

2.91 

224 

222 

220 

216 

212 

it 

A 

65.8 

19.33 

2.91 

240 

237 

235 

231 

226 

ii 

y 

70.0 

20.58 

2.91 

255 

253 

250 

246 

241 

16.25 

H 

49.5 

14.56 

2.86 

181 

179 

176 

173 

170 

IT 

53.7 

15.81 

2.87 

196 

194 

192 

188 

185 

it 

Vs 

58.0 

17.06 

2.87 

212 

210 

207 

203 

199 

IT 

62.3 

18.31 

2.87 

227 

225 

222 

218 

214 

it 

34 

66.5 

19.56 

2.87 

243 

240 

237 

233 

228 

it 

A 

70.8 

20.81 

2.87 

258 

256 

252 

248 

243 

it 

75.0 

22.06 

2.87 

274 

271 

267 

263 

258 

18.75 

54.5 

16.02 

2.81 

199 

197 

194 

190 

186 

A 

58.7 

17.27 

2.81 

214 

212 

209 

205 

201 

ti 

63.0 

18.52 

2.82 

230 

227 

224 

221 

216 

i t 

IT 

67.3 

19.77 

2.82 

245 

243 

240 

236 

230 

it 

71.5 

21.02 

2.83 

261 

258 

255 

250 

245 

it 

75.8 

22.27 

2.83 

276 

274 

270 

265 

260 

80.0 

23.52 

2.83 

292 

289 

285 

280 

275 

21.25 

59.5 

17.50 

2.76 

217 

215 

212 

208 

204 

II 

A 

63.7 

18.75 

2.77 

233 

230 

227 

223 

218 

II 

68.0 

20.00 

2.77 

248 

245 

242 

238 

233 

II 

72.3 

21.25 

2.78 

264 

261 

257 

253 

247 

II 

76.5 

22.50 

2.79 

279 

276 

272 

267 

262 

“ 

80.8 

23.75 

2.79 

295 

291 

287 

282 

276 

85.0 

25.00 

2.80 

310 

307 

302 

297 

291 

For  detail  dimensions  see  page  198. 


CAMBRIA  STEEL. 


243 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
8 ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+ 


(12  L)  2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 


K— -10---^ 


Length  in  Feet. 

Thickness 

of 

Plates. 

Weight  of 
each 
Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

Inch. 

Lbs.  per  Foot. 

134 

131 

128 

124 

120 

116 

112 

108 

104 

11.25 

149 

145 

141 

137 

133 

128 

124 

120 

115 

163 

159 

154 

150 

146 

141 

136 

131 

126 

Vs 

(( 

177 

173 

168 

163 

158 

153 

147 

142 

137 

192 

187 

182 

176 

170 

165 

159 

153 

147 

206 

201 

195 

189 

183 

178 

171 

165 

158 

tt 

221 

215 

209 

203 

196 

190 

183 

177 

169 

** 

150 

146 

142 

138 

133 

129 

124 

119 

115 

13.75 

164 

160 

155 

151 

146 

141 

136 

131 

126 

A" 

(( 

178 

174 

169 

164 

159 

153 

148 

142 

137 

Vs 

“ 

193 

188 

182 

177 

171 

166 

160 

153 

148 

** 

207 

202 

196 

190 

184 

178 

172 

164 

159 

221 

216 

209 

203 

196 

190 

183 

176 

170 

ti 

236 

229 

223 

216 

209 

203 

195 

187 

181 

Vs 

It 

166 

162 

157 

152 

147 

142 

137 

131 

126 

M 

16.25 

180 

176 

171 

165 

160 

154 

148 

143 

137 

195 

189 

184 

178 

172 

166 

160 

154 

148 

ti 

209 

203 

198 

191 

185 

178 

172 

165 

159 

it 

223 

217 

211 

204 

198 

191 

184 

177 

170 

3^ 

it 

237 

231 

224 

217 

210 

203 

195 

188 

181 

it 

252 

245 

238 

231 

223 

215 

207 

199 

191 

it 

182 

177 

172 

167 

161 

155 

149 

143 

137 

34 

18.75 

196 

191 

185 

180 

174 

167 

160 

154 

148 

TS 

210 

205 

199 

193 

186 

180 

173 

166 

160 

Vs 

tt 

225 

219 

212 

206 

199 

192 

185 

178 

171 

7 

16 

240 

233 

226 

219 

211 

204 

196 

189 

181 

( < 

254 

246 

239 

232 

224 

216 

208 

200 

192 

TT 

tt 

268 

260 

253 

245 

236 

228 

220 

211 

203 

198 

193 

187 

181 

174 

168 

162 

155 

148 

34 

21.25 

212 

207 

200 

194 

187 

180 

173 

166 

159 

5 

’’'6 

226 

220 

214 

207 

200 

192 

185 

178 

170 

It 

241 

234 

227 

220 

213 

2C5 

196 

189 

181 

tV 

tt 

256 

249 

241 

233 

225 

217 

209 

201 

192 

1 1 

270 

263 

254 

246 

238 

229 

221 

212 

202 

TS 

tt 

284 

277 

268 

260 

250 

241 

232 

223 

214 

It 

For  detail  dimensions  see  page  198. 


244 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
9 " CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+. 


(12  L)2 
36  000  ra 


1 

T 

4 

SERIES  A. 


Safety  factor  4. 


Weight  of 

each 

Channel 

Thick- 
ness of 

Plates. 

Weight 

of 

Column. 

Area  of 

Column 

Section. 

Least 

Radius  of 

Gyration. 

Length  in  Feet. 

Lbs.  per  Ft. 

Inch. 

Lbs.perFt. 

S^.  Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

13.25 

45.2 

13.28 

3.34 

164 

162 

160 

158 

155 

152 

49.9 

14.66 

3.32 

181 

179 

177 

174 

171 

168 

tt 

54.6 

16.03 

3.31 

198 

196 

193 

191 

187 

183 

n 

59.2 

17.40 

3.30 

215 

213 

210 

207 

203 

199 

tt 

y2 

63.9 

18.78 

3.29 

232 

229 

227 

223 

219 

214 

68.5 

20.16 

3.28 

249 

246 

243 

239 

235 

230 

tt 

73.3 

21.53 

3.28 

266 

263 

260 

255 

251 

246 

15 

48.7 

14.32 

3.29 

177 

175 

173 

170 

167 

163 

tt 

53.4 

15.70 

3.28 

194 

192 

189 

186 

183 

179 

tt 

Vs 

58.1 

17.07 

3.28 

211 

209 

206 

202 

199 

195 

tt 

62.7 

18.44 

3.27 

228 

225 

222 

219 

215 

210 

tt 

67.4 

19.82 

3.26 

245 

242 

239 

235 

231 

226 

** 

A 

72.0 

21.20 

3.26 

262 

259 

255 

251 

247 

242 

Vs 

76.8 

22.57 

3.25 

279 

275 

272 

267 

263 

257 

20 

58.7 

17.26 

3.19 

213 

210 

208 

204 

200 

196 

ii 

63.4 

18.64 

3.19 

230 

227 

224 

220 

216 

212 

a 

Vs 

68.1 

20.01 

3.19 

247 

244 

241 

236 

232 

227 

it 

ire 

72.7 

21.38 

3.19 

263 

261 

257 

253 

248 

243 

it 

77.4 

22.76 

3.19 

280 

278 

274 

269 

264 

259 

it 

A 

82.0 

24.14 

3.19 

297 

294 

291 

285 

280 

274 

it 

86.8 

25.51 

3.18 

314 

311 

307 

301 

296 

290 

25 

68.7 

20.20 

3.10 

249 

246 

243 

238 

234 

228 

tt 

A 

73.4 

21.58 

3.11 

266 

263 

259 

254 

250 

244 

tt 

Vs 

78.1 

22.95 

3.11 

283 

279 

276 

270 

265 

260 

tt 

ire 

82.7 

24.32 

3.12 

300 

296 

292 

287 

281 

275 

tt 

87.4 

25.70 

3.12 

317 

313 

309 

304 

297 

291 

ire 

92.0 

27.08 

3.12 

334 

330 

325 

320 

313 

307 

Vs 

96.8 

28.45 

3.12 

351 

346 

342 

336 

329 

322 

For  detail  dimensions  see  page  198. 


CAMBRIA  STEEL. 


245 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
9"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


Safety  factor  4. 


1^' 


SERIES  A. 


Length  in  Feet. 

Thickness 

of 

Plates. 

Weight  of 

each 

Channel. 

18 

20 

22 

24 

26 

28 

30 

82 

84 

Inch. 

Lbs.  per  Foot. 

149 

145 

141 

137 

134 

129 

125 

121 

117 

Va. 

13.25 

164 

160 

156 

152 

147 

143 

138 

134 

129 

It 

179 

175 

171 

165 

160 

155 

150 

146 

141 

Vs 

** 

194 

189 

184 

179 

174 

169 

163 

158 

153 

It 

209 

204 

199 

194 

188 

182 

176 

171 

165 

11 

225 

219 

214 

203 

202 

195 

189 

182 

176 

A 

** 

240 

234 

228 

222 

215 

209 

202 

194 

188 

160 

156 

152 

148 

143 

139 

134 

130 

126 

15 

175 

171 

166 

162 

157 

152 

147 

142 

137 

It 

190 

186 

181 

176 

171 

166 

160 

154 

149 

H 

** 

206 

201 

195 

190 

184 

178 

172 

167 

161 

vS 

It 

221 

216 

210 

203 

197 

191 

185 

179 

173 

¥2 

tt 

236 

231 

225 

217 

211 

204 

198 

191 

185 

tt 

252 

245 

238 

231 

225 

218 

211 

204 

196 

** 

192 

186 

181 

176 

170 

165 

159 

154 

148 

20 

207 

201 

196 

190 

184 

178 

172 

166 

160 

1^ 

It 

222 

216 

210 

204 

197 

191 

185 

179 

172 

** 

237 

231 

224 

218 

211 

204 

197 

191 

183 

It 

253 

246 

239 

232 

224 

217 

210 

203 

195 

tt 

268 

260 

253 

246 

238 

230 

223 

216 

207 

tt 

282 

275 

268 

260 

251 

243 

236 

226 

219 

Vs 

** 

223 

216 

210 

204 

197 

191 

183 

177 

170 

¥ 

25 

238 

232 

224 

218 

210 

204 

197 

189 

183 

tt 

253 

246 

239 

232 

224 

217 

210 

201 

194 

Vs 

tt 

268 

261 

253 

246 

238 

230 

222 

213 

206 

IT 

** 

283 

276 

267 

260 

252 

243 

235 

226 

218 

tt 

298 

291 

282 

274 

265 

256 

247 

238 

229 

tt 

313 

306 

296 

287 

279 

269 

260 

250 

241 

tt 

For  detail  dimensions  see  page  198. 


246 


CAMBBIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
10  " CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 

50  000 


Based  on  Gordon’s  Formula  P = 


1+: 


(12  L)2 
36  000  r2 


Safety  factor  4. 


r 

A 

^ yj 

SERIES  A. 


Weight 
of  each 
Channel. 

Thick- 
ness of 
Plates. 

Weight 

of 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.  per  Ft. 

Inch. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

15 

50.4 

14.92 

3.62 

184 

183 

181 

179 

176 

173 

ii 

A 

55.5 

16.42 

3.61 

203 

201 

199 

197 

193 

191 

Vs 

60.6 

17.92 

3.59 

221 

220 

217 

215 

211 

207 

<< 

IT 

65.7 

19.42 

3.58 

240 

238 

235 

232 

229 

225 

it 

70.8 

20.92 

3.58 

259 

257 

254 

250 

247 

242 

75.9 

22.42 

3.57 

277 

275 

272 

268 

264 

259 

Vs 

81.0 

23.92 

3.56 

296 

293 

290 

286 

282 

277 

20 

M 

60.4 

17.76 

3.52 

219 

217 

215 

212 

209 

205 

<< 

65.5 

19.26 

3.52 

238 

236 

233 

230 

226 

223 

it 

Vs 

70.6 

20.76 

3.51 

257 

254 

252 

248 

244 

239 

TT 

75.7 

22.26 

3.51 

275 

272 

270 

266 

262 

257 

(( 

80.8 

23.76 

3.51 

294 

291 

288 

284 

279 

274 

a 

A 

85.9 

25.26 

3.50 

312 

309 

305 

302 

297 

291 

a 

91.0 

26.76 

3.50 

331 

328 

324 

320 

314 

308 

25 

70.4 

20.70 

3.42 

255 

253 

250 

247 

242 

238 

it 

ire 

75.5 

22.20 

3.43 

274 

272 

268 

265 

260 

255 

it 

Vs 

80.6 

23.70 

3.43 

293 

290 

287 

282 

278 

272 

"re 

85.7 

25.20 

3.43 

311 

308 

305 

300 

295 

289 

(( 

90.8 

26.70 

3.43 

330 

327 

323 

318 

313 

307 

it 

ire 

95.9 

28.20 

3.44 

348 

345 

341 

336 

330 

324 

101.0 

29.70 

3.44 

367 

364 

359 

355 

348 

341 

30 

80.4 

23.64 

3.33 

292 

289 

285 

281 

276 

271 

it 

1^ 

85.5 

25.14 

3.34 

310 

307 

303 

299 

294 

288 

it 

90.6 

26.64 

3.35 

329 

325 

321 

317 

311 

305 

it 

ire 

957 

28.14 

3.36 

347 

344 

340 

334 

329 

322 

it 

100.8 

29.64 

3.36 

366 

362 

358 

352 

346 

339 

it 

ire 

105.9 

31.14 

3.37 

384 

380 

376 

370 

364 

358 

it 

111.0 

32.64 

3.37 

403 

399 

394 

388 

381 

375 

35 

H 

90.4 

26.58 

3.26 

328 

324 

320 

315 

309 

303 

it 

A 

95.5 

28.08 

3.27 

347 

343 

338 

333 

327 

320 

it 

100.6 

29.58 

3.28 

365 

361 

357 

351 

344 

337 

it 

1^ 

105.7 

31.08 

3.29 

384 

380 

375 

369 

362 

354 

it 

110.8 

32.58 

3.29 

402 

398 

393 

387 

379 

372 

it 

ire 

115.9 

34.08 

3.30 

421 

416 

411 

405 

398 

390 

it 

121.0 

35.58 

3.31 

439 

435 

429 

423 

415 

407 

For  detail  dimensions  see  page  199. 


CAMBBIA  STEEL. 


S47 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
10''  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+; 


(12  L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 

K— 12--- M 


V 

d 

Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

18 

20 

22 

24 

26 

28 

30 

82 

34 

86 

Inch. 

Lbs.per  Ft. 

170 

166 

162 

159 

154 

151 

146 

142 

138 

134 

15 

187 

183 

179 

175 

170 

165 

161 

156 

152 

147 

A 

it 

204 

199 

195 

190 

186 

180 

175 

170 

165 

160 

tt 

221 

216 

211 

206 

200 

195 

189 

184 

178 

172 

238 

232 

228 

222 

216 

210 

204 

199 

192 

186 

tt 

255 

249 

243 

238 

231 

225 

219 

212 

206 

199 

it 

271 

266 

259 

253 

246 

239 

233 

226 

218 

212 

tt 

201 

196 

192 

187 

182 

177 

172 

167 

161 

157 

20 

218 

213 

208 

203 

197 

192 

187 

181 

175 

170 

tt 

235 

230 

224 

219 

213 

207 

201 

195 

189 

182 

Vs 

tt 

252 

246 

240 

235 

228 

222 

216 

209 

202 

195 

<< 

269 

263 

256 

251 

244 

236 

230 

223 

216 

209 

y2 

tt 

286 

279 

272 

265 

259 

251 

244 

237 

229 

222 

A 

303 

296 

289 

281 

274 

266 

258 

251 

243 

235 

tt 

233 

228 

222 

216 

210 

204 

198 

191 

186 

180 

u 

25 

250 

245 

238 

232 

225 

219 

213 

206 

199 

193 

■A 

tt 

267 

261 

255 

248 

241 

233 

227 

220 

213 

206 

ys 

284 

278 

271 

263 

256 

248 

242 

234 

226 

219 

tt 

301 

294 

287 

279 

271 

263 

256 

248 

240 

232 

<< 

318 

311 

303 

295 

286 

279 

271 

262 

253 

245 

A 

tt 

335 

327 

319 

310 

302 

294 

285 

276 

267 

258 

ys 

tt 

265 

258 

252 

245 

238 

230 

223 

216 

209 

201 

30 

281 

275 

268 

260 

253 

245 

237 

230 

222 

214 

(( 

298 

291 

284 

276 

268 

260 

252 

243 

237 

228 

ys 

315 

307 

301 

293 

284 

276 

267 

258 

250 

241 

** 

332 

324 

317 

308 

299 

290 

281 

272 

263 

254 

tt 

350 

342 

333 

324 

315 

305 

296 

286 

276 

267 

337 

358 

349 

339 

330 

320 

310 

300 

290 

280 

ys 

296 

289 

282 

273 

265 

256 

248 

240 

232 

224 

H 

36 

313 

306 

298 

289 

279 

271 

262 

254 

245 

237 

ire 

330 

322 

313 

305 

296 

287 

278 

267 

258 

249 

ys 

tt 

347 

338 

329 

320 

311 

301 

292 

282 

273 

263 

** 

363 

354 

345 

336 

326 

316 

306 

296 

286 

276 

** 

380 

371 

361 

351 

341 

330 

320 

310 

299 

289 

A 

398 

389 

379 

367 

356 

345 

334 

323 

312 

301 

ys 

For  detail  dimensions  see  page  199. 


248 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
12"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+ 


U- 


(12  L)2 

36  0(K)ra 


4 


SERIES  A. 


Safety  factor  4. 


Weight 
of  each 
Channel. 

Thick- 
ness of 
Plates. 

We^ht 

Column. 

Area  of 
Column 
Section. 

least 
Radius  of 
Gyration 

Length  in  Feet. 

Lb8.perFt. 

Inch. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

8 

10 

14 

16 

18 

20^ 

22 

20.5 

H 

64.8 

19.06 

4.41 

235 

233 

232 

229 

227 

223 

220 

217 

“ 

70.8 

20.81 

4.38 

257 

255 

253 

250 

247 

244 

240 

236 

Vs 

76.7 

22.56 

4.36 

278 

276 

273 

271 

267 

264 

260 

256 

<1 

iV 

82.7 

24.31 

4.34 

300 

298 

295 

292 

288 

285 

280 

275 

a 

88.6 

26.06 

4.32 

321 

319 

316 

313 

309 

304 

300 

295 

A 

94.6 

27.81 

4.30 

343 

340 

337 

333 

330 

325 

319 

315 

tt 

Vs 

100.5 

29.56 

4.28 

334 

362 

358 

354 

350 

345 

339 

335 

25 

73.8 

21.70 

4.35 

268 

266 

263 

261 

257 

254 

250 

246 

ft 

A 

79.8 

23.45 

4.32 

289 

287 

284 

282 

278 

274 

270 

266 

i< 

H 

85.7 

25.20 

4.31 

311 

308 

305 

303 

299 

294 

290 

285 

(( 

tV 

91.7 

26.95 

4.29 

332 

330 

327 

323 

319 

315 

310 

305 

ft 

97.6 

28.70 

4.27 

354 

351 

348 

344 

340 

335 

330 

324 

ft 

103.6 

30.45 

4.26 

375 

373 

369 

365 

360 

356 

350 

343 

ft 

Vs 

109.5 

32.20 

4.25 

397 

393 

390 

386 

381 

376 

370 

363 

80 

H 

83.8 

24.64 

4.27 

304 

302 

299 

295 

292 

288 

283 

278 

i i 

A 

89.8 

26.39 

4.26 

325 

323 

320 

316 

312 

308 

303 

298 

Vs 

95.7 

28.14 

4.25 

347 

344 

341 

337 

333 

329 

323 

317 

iV 

101.7 

29.89 

4.23 

368 

365 

362 

358 

353 

348 

343 

337 

ii 

3^ 

107.6 

31.64 

4.22 

390 

387 

383 

379 

374 

368 

363 

357 

i€ 

113.6 

33.39 

4.21 

411 

408 

404 

400 

395 

389 

382 

377 

ii 

Vs 

119.5 

35.14 

4.21 

433 

429 

425 

421 

415 

409 

402 

396 

85 

93.8 

27.58 

4.19 

340 

337 

334 

330 

326 

321 

316 

310 

ft 

99.8 

29.33 

4.18 

361 

358 

355 

351 

347 

341 

336 

330 

ft 

Vs 

105.7 

31.08 

4.18 

383 

380 

376 

372 

367 

362 

356 

349 

ft 

IT 

111.7 

32.83 

4.17 

405 

401 

397 

392 

388 

382 

376 

369 

ft 

117.6 

34.58 

4.16 

426 

422 

418 

413 

409 

402 

396 

389 

** 

123.6 

36.33 

4.16 

448 

444 

439 

434 

429 

423 

416 

408 

** 

Vs 

129.5 

38.08 

4.15 

459 

465 

461 

455 

449 

443 

436 

428 

40 

H 

103.8 

30.52 

4.13 

376 

373 

369 

365 

360 

354 

349 

343 

(( 

109.8 

32.27 

4.12 

398 

394 

390 

386 

380 

374 

368 

363 

ft 

Vs 

115.7 

34.02 

4.12 

419 

416 

411 

406 

401 

395 

388 

382 

ft 

tV 

121.7 

35.77 

4.12 

441 

437 

433 

427 

421 

415 

408 

402 

ft 

3^ 

127.6 

37.52 

4.11 

462 

458 

454 

448 

442 

435 

428 

420 

A" 

133.6 

39.27 

4.11 

484 

480 

475 

469 

463 

456 

448 

440 

H 

139.5 

41.02 

4.11 

505 

501 

496 

490 

483 

476 

468 

459 

For  detail  dimensions  see  page  199. 


CAMBBIA  STEEL. 


249 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
12"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


1+ 


50  000 
(12L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 


h— 


1 

p* 

d 

Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

24 

26 

28 

30 

32 

34 

36 

38 

40 

4S 

44 

Inch. 

Lbs.  per  Ft. 

213 

209 

206 

201 

196 

193 

188 

184 

179 

175 

170 

20.5 

232 

228 

223 

220 

214 

209 

205 

200 

195 

190 

186 

A 

252 

246 

242 

237 

232 

227 

221 

216 

211 

206 

200 

Vs 

“ 

271 

266 

260 

255 

249 

244 

238 

232 

227 

223 

216 

IT 

i t 

289 

285 

279 

274 

267 

261 

255 

249 

242 

237 

230 

Vi. 

< 1 

309 

304 

297 

291 

285 

278 

271 

265 

258 

251 

245 

328 

322 

316 

309 

302 

296 

288 

281 

274 

267 

259 

% 

it 

242 

237 

233 

228 

223 

218 

213 

208 

203 

197 

193 

K 

25 

260 

256 

251 

246 

240 

235 

230 

224 

218 

213 

207 

“ 

280 

275 

269 

263 

258 

252 

246 

241 

234 

229 

222 

< < 

299 

293 

288 

282 

275 

270 

263 

256 

250 

243 

237 

< ( 

319 

312 

306 

300 

293 

286 

280 

272 

265 

259 

252 

34 

(< 

338 

331 

324 

318 

311 

303 

295 

289 

281 

273 

267 

IT 

it 

358 

350 

343 

335 

329 

320 

312 

306 

297 

289 

281 

it 

274 

268 

262 

257 

251 

245 

240 

234 

228 

223 

216 

30 

293 

287 

281 

276 

269 

263 

256 

250 

244 

237 

232 

313 

306 

300 

293 

287 

280 

273 

267 

260 

253 

246 

y% 

a 

331 

325 

318 

311 

304 

297 

290 

282 

275 

268 

261 

i i 

350 

343 

337 

329 

321 

313 

307 

299 

291 

282 

276 

it 

369 

362 

354 

347 

339 

331 

322 

315 

307 

298 

290 

IT 

a 

389 

381 

372 

365 

357 

348 

339 

332 

323 

314 

305 

it 

305 

299 

292 

286 

280 

273 

266 

259 

253 

246 

239 

35 

324 

318 

311 

304 

296 

290 

283 

275 

268 

262 

254 

344 

337 

329 

322 

314 

308 

300 

292 

284 

277 

270 

% 

“ 

362 

356 

348 

340 

332 

323 

317 

308 

300 

291 

283 

IT 

it 

381 

375 

366 

358 

349 

341 

332 

325 

316 

307 

298 

34 

it 

400 

394 

385 

376 

367 

358 

349 

341 

332 

323 

313 

“ 

420 

411 

404 

394 

385 

375 

365 

356 

348 

338 

328 

Yz 

it 

336 

329 

322 

314 

308 

301 

293 

285 

277 

269 

262 

40 

356 

348 

340 

333 

324 

316 

310 

301 

293 

285 

277 

A 

375 

367 

359 

351 

342 

333 

326 

318 

309 

300 

292 

( ( 

394 

386 

377 

369 

360 

351 

343 

334 

325 

316 

307 

“ 

413 

405 

396 

387 

377 

368 

358 

350 

341 

331 

322 

34 

it 

433 

424 

412 

405 

395 

385 

375 

367 

357 

347 

337 

it 

452 

442 

433 

423 

412 

402 

391 

383 

373 

362 

352 

it 

For  detail  dimensions  see  page  199. 


250 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
16"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 

l;_ 17?— >4 

^1  |,y 


rS'l  -%  SERIES  A, 


Weight 
of  each 
ChanneL 

Thick- 
ness of 
Plates. 

Weight 

of 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.perFt. 

Inch. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

Vs 

109.4 

32.55 

5 41 

399 

396 

393 

390 

386 

381 

378 

373 

367 

116.6 

34.68 

5.38 

425 

422 

418 

415 

411 

406 

401 

397 

391 

II 

y2 

123.8 

36.80 

5.36 

451 

448 

444 

440 

436 

431 

426 

420 

415 

A 

131.0 

38.92 

5.33 

476 

474 

470 

465 

460 

456 

450 

444 

437 

<< 

138.2 

41.05 

5.31 

502 

500 

495 

490 

485 

481 

475 

468 

461 

II 

145.4 

43.18 

5.29 

529 

526 

521 

516 

510 

504 

499 

492 

485 

II 

152.7 

45.30 

5.24 

555 

550 

545 

541 

535 

529 

522 

515 

509 

35 

113.4 

33.33 

5.40 

409 

406 

402 

399 

395 

390 

387 

381 

376 

** 

120.6 

35.46 

5.37 

435 

432 

428 

424 

420 

415 

410 

406 

400 

it 

127.8 

37.58 

5.35 

461 

457 

453 

449 

445 

440 

435 

429 

424 

li 

135.0 

39.70 

5.32 

486 

483 

479 

474 

469 

465 

459 

453 

446 

Vs 

142.2 

41.83 

5.30 

512 

509 

505 

500 

494 

488 

484 

477 

470 

H 

149.4 

43.96 

5.28 

538 

534 

530 

525 

520 

513 

508 

501 

494 

<1 

156.7 

46.08 

5.27 

564 

560 

556 

551 

545 

538 

531 

525 

518 

40 

¥ 

123.4 

36.27 

5.35 

445 

441 

438 

433 

430 

425 

419 

414 

409 

ire 

130.6 

38.40 

5.33 

470 

467 

463 

459 

454 

450’ 

444 

438 

432 

** 

137.8 

40.52 

5.31 

496 

493 

489 

484 

479 

475 

469 

462 

455 

a 

A 

145.0 

42.64 

5.29 

522 

519 

514 

509 

504 

498 

493 

486 

479 

a 

152.2 

44.77 

5.27 

548 

544 

540 

535 

529 

523 

516 

511 

503 

(( 

159.4 

46.90 

5.26 

574 

570 

566 

560 

554 

548 

540 

535 

527 

it 

166.7 

49.02 

5.24 

600 

595 

590 

586 

579 

572 

565 

557 

551 

45 

H 

133.4 

39.23 

5.31 

480 

477 

473 

469 

464 

459 

454 

447 

441 

ire 

140.6 

41.36 

5.29 

506 

503 

499 

494 

489 

483 

478 

472 

465 

H 

147.8 

43.48 

5.27 

532 

528 

525 

519 

514 

508 

501 

496 

489 

II 

155.0 

45.60 

5.25 

558 

554 

550 

545 

539 

532 

525 

518 

512 

Vs 

162.2 

47.73 

5.24 

584 

580 

575 

570 

564 

557 

550 

542 

536 

II 

169.4 

49.86 

5.23 

610 

606 

600 

596 

589 

582 

575 

567 

558 

II 

H 

176.7 

51.98 

5.21 

636 

631 

626 

619 

614 

607 

599 

591 

582 

50 

Vs 

143.4 

42.17 

5.26 

516 

512 

509 

504 

498 

492 

486 

481 

474 

li 

ire 

150.6 

44.30 

5.24 

542 

538 

533 

529 

524 

517 

511 

503 

498 

tt 

157.8 

46.42 

5.23 

568 

564 

559 

555 

549 

542 

535 

528 

520 

if 

ire 

165.0 

48.54 

5.21 

594 

590 

584 

578 

574 

567 

559 

552 

543 

It 

172.2 

50.67 

5.20 

620 

615 

610 

604 

599 

592 

584 

576 

567 

It 

179.4 

52.80 

5.19 

646 

641 

636 

629 

622 

616 

608 

600 

591 

It 

M 

186.7 

54.92 

5.18 

672 

667 

661 

654 

647 

641 

633 

624 

615 

55 

153.4 

45.11 

5.21 

552 

548 

543 

538 

533 

527 

520 

513 

505 

“ 

ire 

160.6 

47.24 

5.19 

578 

574 

569 

563 

557 

552 

544 

537 

529 

li 

167.8 

49.36 

5.18 

604 

600 

594 

588 

582 

576 

569 

561 

553 

175.0 

51.48 

5.17 

630 

625 

620 

613 

607 

599 

593 

585 

576 

It 

182.2 

53.61 

5.16 

656 

651 

645 

639 

632 

624 

616 

609 

600 

ire 

189.4 

55.74 

5.15 

682 

677 

671 

664 

657 

649 

640 

633 

624 

196.7 

57.86 

5.14 

708 

703 

696 

689 

682 

673 

665 

655 

648 

For  detail  dimensions  see  page  199. 


CAMBRIA  STEEL. 


261 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
15  ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


SERIES  A. 


Safety  factor  4. 

K — 17"--^ 


Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

50 

52 

Inch. 

Lbs.perFt. 

363 

357 

351 

345 

340 

334 

327 

322 

316 

309 

304 

297 

Vs 

33 

385 

381 

374 

368 

361 

356 

349 

342 

335 

329 

322 

315 

A 

409 

402 

397 

390 

383 

376 

370 

362 

355 

347 

342 

334 

K 

it 

432 

425 

418 

411 

405 

397 

389 

381 

375 

367 

359 

351 

456 

449 

441 

433 

425 

419 

411 

402 

394 

388 

379 

371 

<< 

478 

472 

464 

456 

447 

438 

432 

423 

414 

405 

397 

390 

U 

ti 

501 

493 

484 

476 

467 

460 

451 

442 

432 

423 

416 

407 

H 

it 

370 

366 

360 

353 

348 

342 

335 

330 

323 

316 

310 

304 

H 

35 

394 

387 

383 

376 

369 

364 

357 

349 

342 

337 

329 

322 

417 

411 

404 

398 

391 

383 

376 

370 

362 

355 

349 

341 

ii 

441 

434 

426 

419 

413 

405 

397 

389 

383 

375 

367 

359 

■jre 

463 

457 

449 

441 

433 

427 

418 

410 

401 

393 

386 

378 

li 

486 

478 

472 

464 

455 

446 

437 

431 

422 

413 

404 

397 

U 

ti 

510 

501 

493 

486 

477 

468 

459 

452 

442 

433 

423 

414 

H 

it 

403 

396 

390 

384 

377 

370 

363 

357 

350 

342 

337 

329 

40 

427 

420 

412 

405 

399 

392 

384 

376 

370 

363 

355 

347 

it 

450 

443 

435 

427 

420 

413 

405 

397 

389 

383 

374 

368 

K 

it 

472 

466 

458 

450 

441 

433 

427 

418 

409 

400 

392 

385 

A" 

tt 

495 

487 

479 

472 

464 

455 

446 

439 

430 

420 

411 

402 

it 

519 

510 

502 

495 

486 

476 

467 

457 

450 

440 

431 

421 

a 

it 

542 

533 

524 

515 

505 

498 

488 

478 

468 

458 

450 

440 

** 

436 

429 

421 

414 

406 

400 

392 

384 

376 

370 

362 

354 

rs 

45 

458 

452 

444 

436 

428 

420 

414 

405 

397 

388 

380 

374 

481 

473 

465 

459 

450 

441 

433 

426 

417 

408 

399 

390 

<1 

504 

496 

488 

479 

472 

463 

454 

445 

435 

428 

419 

409 

528 

519 

510 

501 

492 

485 

475 

465 

456 

446 

438 

429 

it 

552 

542 

533 

523 

514 

506 

496 

486 

476 

465 

455 

448 

H 

it 

573 

566 

556 

546 

536 

525 

515 

507 

496 

485 

475 

464 

H 

466 

459 

451 

445 

437 

428 

420 

411 

405 

396 

387 

379 

Vs 

50 

490 

482 

474 

465 

456 

450 

441 

432 

423 

414 

407 

398 

513 

505 

496 

487 

478 

471 

462 

453 

443 

433 

424 

417 

535 

528 

519 

510 

500 

490 

481 

473 

463 

453 

443 

433 

(( 

558 

549 

542 

532 

522 

512 

502 

491 

484 

473 

463 

452 

it 

582 

572 

562 

554 

544 

533 

523 

512 

501 

493 

482 

471 

U 

605 

595 

585 

574 

566 

555 

544 

533 

521 

510 

499 

490 

H 

497 

491 

482 

474 

465 

456 

447 

440 

431 

421 

412 

403 

ys 

55 

520 

512 

503 

496 

487 

477 

468 

458 

448 

441 

431 

422 

“ 

544 

535 

525 

516 

509 

499 

489 

479 

469 

458 

448 

441 

it 

567 

558 

548 

538 

528 

520 

510 

499 

489 

478 

468 

457 

* 

it 

591 

581 

571 

560 

550 

539 

531 

520 

509 

498 

487 

476 

ys 

it 

614 

604 

593 

582 

572 

560 

549 

541 

529 

518 

506 

495 

H 

it 

638 

627 

616 

605 

593 

582 

570 

558 

549 

537 

525 

514 

For  detail  dimensions  see  page  199. 


252 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
6"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  LP 
36  000  r2 


Safety  factor  4. 


1 

T 

d 

SERIES  B. 


Weight  of 

each 

Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of  Column 

Section. 

Least 

Radius  of 

Gyration. 

Length  in  Feet. 

Lbs.  per  Foot. 

Inch. 

Lbs.perPt. 

Sq.  Ins. 

Inches. 

4 

6 

8 

10 

12 

8 

31.3 

9.26 

2.74 

115 

114 

112 

110 

107 

it 

* 

35.1 

10.39 

2.73 

129 

127 

126 

123 

121 

II 

% 

39.0 

11.51 

2.71 

142 

141 

139 

136 

134 

** 

42.8 

12.64 

2.70 

156 

155 

153 

150 

147 

II 

46.6 

13.76 

2.70 

170 

169 

166 

163 

160 

II 

A 

50.4 

14.89 

2.69 

184 

183 

180 

176 

172 

II 

Vs 

54.3 

16.01 

2.68 

198 

196 

193 

190 

185 

10.6 

H 

36.3 

10.68 

2.68 

132 

131 

129 

126 

123 

II 

* 

40.1 

11.81 

2.67 

146 

145 

142 

140 

137 

II 

H 

44.0 

12.93 

2.66 

160 

158 

156 

153 

150 

II 

47.8 

14.06 

2.66 

174 

172 

170 

166 

163 

51.6 

15.18 

2.65 

188 

186 

183 

179 

176 

** 

55.4 

16.31 

2.65 

202 

200 

197 

193 

189 

II 

% 

59.3 

17.43 

2.65 

216 

213 

210 

206 

202 

13 

H 

41.3 

12.14 

2.54 

150 

148 

146 

143 

139 

II 

"is 

45.1 

13.27 

2.62 

164 

162 

160 

157 

153 

49.0 

14.39 

2.62 

178 

176 

173 

170 

164 

52.8 

15.52 

2.62 

192 

190 

187 

183 

179 

II 

y2 

56.6 

16.64 

2.61 

206 

204 

200 

197 

192 

60.4 

17.77 

2.61 

220 

218 

214 

210 

205 

II 

% 

64.3 

18.89 

2.61 

234 

231 

227 

223 

218 

15.5 

H 

46.3 

13.62 

2.47 

169 

166 

164 

160 

155 

II 

A 

50.1 

14.75 

2.54 

183 

180 

178 

174 

169 

II 

H 

54.0 

15.87 

2.57 

196 

194 

191 

187 

182 

II 

57.8 

17.00 

2.57 

210 

208 

205 

200 

195 

** 

y2 

61.6 

18.12 

2.57 

224 

222 

218 

214 

208 

II 

65.4 

19.25 

2.57 

238 

236 

232 

227 

221 

II 

Vs 

69.3 

20.37 

2.57 

252 

249 

245 

240 

234 

For  detail  dimensions  see  page  200, 


CAMBRIA  STEEL. 


258 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
6"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+ 


(12  L)2 
36  000  r2 


Safety  factor  4. 


SERIES  B. 


H-- 

1-^ 

-9'-'- 

r 

4 

Length  in  Feet. 

Thickness 

of 

Plates. 

Weight 

of  each 

Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

Inch. 

Lbs.perFt. 

105 

102 

99 

95 

92 

88 

85 

82 

H 

8 

118 

114 

111 

107 

103 

99 

95 

91 

A 

<( 

130 

126 

123 

118 

114 

109 

105 

101 

% 

<( 

143 

139 

134 

130 

125 

120 

115 

110 

tt 

155 

151 

146 

141 

136 

131 

126 

120 

<< 

168 

163 

158 

153 

147 

141 

135 

130 

tt 

181 

175 

170 

163 

158 

151 

145 

140 

tt 

120 

116 

113 

108 

105 

100 

96 

92 

H 

10.5 

133 

129 

125 

121 

116 

111 

107 

102 

A 

145 

141 

136 

132 

127 

122 

117 

112 

Vs 

(< 

158 

154 

148 

143 

138 

133 

127 

122 

tt 

171 

166 

160 

155 

149 

143 

137 

131 

tt 

183 

178 

172 

166 

160 

153 

147 

141 

tt 

196 

190 

184 

178 

171 

164 

157 

151 

tt 

135 

131 

126 

121 

116 

112 

107 

102 

H 

13 

149 

144 

139 

135 

129 

124 

119 

114 

162 

157 

151 

146 

134 

134 

129 

123 

Vs 

it 

174 

169 

163 

158 

151 

145 

139 

133 

it 

186 

181 

175 

168 

162 

155 

149 

143 

it 

199 

193 

187 

180 

173 

166 

159 

152 

it 

211 

206 

198 

191 

184 

176 

169 

162 

151 

146 

140 

135 

129 

124 

118 

113 

H 

15.5 

164 

159 

153 

148 

142 

136 

130 

124 

178 

172 

166 

160 

153 

147 

141 

134 

Vs 

tt 

190 

184 

178 

171 

164 

158 

151 

144 

tV 

tt 

203 

196 

189 

182 

175 

168 

161 

154 

tt 

215 

209 

201 

194 

186 

179 

171 

163 

ire 

tt 

228 

221 

213 

205 

196 

189 

181 

173 

Vs 

tt 

For  detail  dimensions  see  page  200. 


254 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
7"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  f2 


K- 11---^ 


d 

SERIES  B. 


Safety  factor  4. 


Weight 
of  each 
Ghannei. 

Thick- 
ness of 
Plates. 

Weight 

Coluinn. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.  per  R 

Inch. 

Lbs.perPt. 

Sq.  Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

9.75 

H 

38.2 

11.20 

3.20 

138 

137 

135 

132 

130 

127 

“ 

42.9 

12.58 

3.27 

155 

154 

151 

149 

146 

143 

a 

Vs 

47.6 

13.95 

3.33 

172 

170 

168 

166 

163 

160 

ti 

52.2 

15.32 

3.35 

189 

187 

185 

182 

179 

175 

(( 

56.9 

16.70 

3.34 

206 

204 

202 

198 

195 

191 

it 

A 

61.5 

18.08 

3.33 

223 

221 

218 

215 

211 

207 

** 

H 

66.3 

19.45 

3.32 

240 

238 

235 

231 

227 

223 

12.25 

H 

43.2 

12.70 

3.08 

156 

155 

153 

150 

147 

143 

47.9 

14.08 

3.16 

173 

172 

169 

166 

163 

159 

** 

Vs 

52.6 

15.45 

3.22 

190 

188 

186 

183 

180 

176 

** 

57.2 

16.82 

3.29 

208 

206 

203 

200 

196 

192 

it 

61.9 

18.20 

3.31 

225 

222 

220 

216 

213 

208 

tt 

66.5 

19.58 

3.30 

242 

239 

236 

233 

229 

224 

** 

Vs 

71.3 

20.95 

3.29 

259 

256 

253 

249 

244 

239 

14.75 

H 

48.2 

14.18 

2.99 

174 

172 

170 

167 

163 

159 

it 

52.9 

15.56 

3.07 

191 

189 

186 

183 

179 

176 

tt 

Vs 

57.6 

16.93 

3.14 

209 

206 

203 

200 

196 

192 

** 

IT 

62.2 

18.30 

3.20 

225 

223 

220 

216 

212 

208 

66.9 

19.68 

3.26 

243 

240 

237 

233 

229 

224 

it 

71.5 

21.06 

3.27 

260 

257 

253 

250 

245 

240 

it 

Vs 

76.3 

22.43 

3.27 

277 

274 

270 

266 

261 

256 

17.25 

H 

53.2 

15.64 

2.91 

192 

190 

187 

183 

179 

174 

57.9 

17.02 

2.99 

209 

207 

204 

200 

195 

191 

** 

Vs 

62.6 

18.39 

3.06 

226 

224 

220 

217 

212 

207 

it 

IT 

67.2 

19.76 

3.13 

243 

240 

237 

234 

228 

224 

it 

71.9 

21.14 

3.19 

260 

258 

254 

250 

245 

240 

A 

76.5 

22.52 

3.24 

277 

275 

271 

267 

262 

257 

it 

81.3 

23.89 

3.24 

294 

291 

288 

283 

278 

272 

19.75 

K 

58.2 

17.12 

2.85 

210 

207 

204 

200 

195 

190 

it 

A 

62.9 

18.50 

2.93 

228 

225 

221 

217 

212 

206 

it 

Vs 

67.6 

19.87 

3.00 

244 

241 

238 

233 

228 

223 

it 

* 

72.2 

21.24 

3.07 

261 

259 

254 

250 

245 

240 

76.9 

22.62 

3.13 

279 

275 

272 

267 

262 

256 

** 

TS 

81.5 

24.00 

3.19 

296 

293 

289 

284 

278 

273 

it 

Vs 

86.3 

25.37 

3.21 

313 

309 

305 

301 

294 

288 

For  detail  dimensions  see  page  200. 


CAMBRIA  STEEL. 


255 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
7"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


1 


50  000 
(12L)2 
36  000  r2 


SERIES  B. 


Safety  factor  4. 


1 

T 

d 

Length  in  Feet. 

Thickness 

of 

Hates. 

Weight 
of  each 
Channel. 

18 

20 

22 

24 

26 

28 

30 

82 

84 

Inch. 

Lbs.  per  Ft. 

124 

121 

118 

114 

111 

107 

103 

100 

97 

9.75 

140 

137 

133 

130 

125 

121 

117 

114 

110 

A 

156 

152 

148 

144 

140 

136 

132 

127 

123 

<( 

171 

167 

163 

159 

154 

149 

145 

140 

136 

187 

182 

178 

173 

168 

163 

158 

153 

147 

(( 

202 

198 

192 

187 

182 

178 

171 

165 

160 

(< 

218 

213 

207 

201 

196 

190 

184 

178 

172 

140 

136 

132 

128 

124 

119 

115 

111 

107 

12.25 

156 

152 

147 

143 

139 

134 

129 

125 

120 

5 

16 

<< 

172 

167 

163 

158 

153 

148 

143 

139 

133 

1 i 

188 

183 

178 

173 

168 

163 

158 

153 

148 

ii 

204 

199 

194 

188 

182 

176 

171 

165 

160 

yi 

218 

213 

207 

202 

196 

190 

184 

178 

172 

9 

16 

a 

234 

228 

222 

216 

210 

203 

197 

190 

184 

155 

150 

145 

141 

136 

131 

127 

122 

117 

M 

14.75 

171 

166 

161 

156 

151 

146 

141 

136 

130 

<( 

187 

182 

177 

172 

166 

161 

155 

149 

144 

y% 

203 

198 

192 

187 

181 

175 

169 

163 

158 

-h 

<( 

219 

214 

209 

202 

196 

190 

184 

178 

172 

Yi 

(t 

235 

229 

223 

217 

210 

203 

197 

190 

184 

(1 

250 

244 

238 

231 

223 

216 

209 

203 

196 

% 

(( 

169 

164 

159 

154 

148 

143 

137 

132 

128 

17.25 

186 

180 

175 

169 

163 

157 

152 

146 

140 

3^ 

it 

202 

197 

190 

185 

178 

172 

166 

160 

154 

tt 

218 

212 

206 

200 

194 

188 

180 

174 

167 

3^ 

ti 

235 

228 

222 

216 

208 

202 

195 

189 

181 

34 

250 

244 

238 

231 

224 

217 

209 

202 

195 

"TE 

<( 

265 

259 

252 

245 

238 

230 

222 

215 

207 

% 

<( 

185 

179 

173 

167 

161 

155 

149 

143 

137 

34 

19.75 

201 

195 

189 

182 

176 

169 

163 

157 

150 

5 

i i 

217 

211 

205 

198 

191 

185 

177 

170 

164 

y 

tt 

233 

227 

220 

214 

206 

199 

192 

185 

178 

tt 

249 

243 

236 

229 

222 

215 

207 

200 

192 

34 

267 

259 

252 

245 

236 

229 

222 

214 

206 

tt 

282 

275 

266 

259 

251 

243 

236 

227 

219 

% 

For  drtall  dimensions  see  page  200. 


256 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OP  POUNDS  FOR 
8 ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


1+ 


50  000 
(12L)2  * 

36  000r2 


Safety  factor  4. 


U-- 

-12'-'- 

S' 

d 

SERIES  B. 


Weight 
of  each 
Channel. 

Thick- 
ness of 
Plates. 

Weight 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.per  Ft. 

Inch. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

11.25 

H 

42.9 

12.70 

3.62 

157 

156 

154 

152 

150 

147 

144 

A 

48.0 

14.20 

3.70 

176 

174 

172 

171 

168 

165 

162 

<( 

H 

53.1 

15.70 

3.72 

194 

193 

191 

189 

186 

183 

180 

it 

iV 

58.2 

17.20 

3.70 

213 

211 

209 

207 

203 

200 

196 

it 

34 

63.3 

18.70 

3.68 

231 

229 

227 

224 

221 

218 

213 

lur 

68.4 

20.20 

3.66 

250 

248 

245 

242 

239 

234 

230 

<1 

H 

73.5 

21.70 

3.65 

268 

266 

264 

260 

256 

252 

247 

13.75 

H 

47.9 

14.08 

3.52 

174 

172 

171 

168 

165 

163 

159 

(( 

53.0 

15.58 

3.60 

193 

191 

189 

187 

184 

181 

177 

it 

Vs 

58.1 

17.08 

3.67 

211 

209 

207 

205 

202 

198 

195 

it 

63.2 

18.58 

3.67 

230 

228 

226 

223 

220 

216 

212 

it 

34 

68.3 

20.08 

3.66 

248 

246 

244 

241 

237 

233 

229 

“ 

A 

73.4 

21.58 

3.64 

267 

265 

262 

258 

255 

250 

246 

** 

34 

78.5 

23.08 

3.63 

285 

283 

280 

276 

272 

268 

262 

16.25 

H 

52.9 

15.56 

3.42 

192 

190 

188 

185 

182 

179 

175 

“ 

A 

58.0 

17.06 

3.50 

211 

209 

206 

204 

200 

197 

193 

it 

34 

63.1 

18.56 

3.58 

229 

228 

225 

222 

219 

215 

211 

<* 

* 

68.2 

20.06 

3.64 

248 

246 

244 

240 

237 

233 

229 

it 

34 

73.3 

21.56 

3.63 

266 

264 

261 

258 

254 

250 

245 

it 

78.4 

23.06 

3.62 

285 

283 

279 

276 

272 

268 

262 

it 

34 

83.5 

24.56 

3.61 

303 

301 

298 

294 

289 

285 

279 

18.75 

34 

57.9 

17.02 

3.34 

210 

208 

205 

202 

199 

195 

191 

it 

63.0 

18.52 

3.42 

229 

227 

224 

221 

217 

213 

208 

** 

34! 

68.1 

20.02 

3.50 

247 

245 

242 

239 

235 

231 

227 

it 

73.2 

21.52 

3.57 

266 

264 

261 

257 

254 

249 

245 

it 

34 

78.3 

23.02 

3.61 

284 

282 

279 

276 

271 

267 

262 

it 

83.4 

24.52 

3.60 

303 

301 

297 

294 

289 

284 

279 

it 

34 

88.5 

26.02 

3.59 

322 

319 

315 

312 

307 

301 

296 

21.25 

34 

62.9 

18.50 

3.27 

228 

226 

223 

219 

215 

211 

206 

it 

68.0 

20.00 

3.36 

247 

244 

241 

238 

234 

229 

224 

it 

34 

73.1 

21.50 

3.43 

266 

263 

260 

256 

252 

247 

243 

it 

78.2 

23.00 

3.51 

284 

282 

279 

275 

270 

265 

260 

it 

34 

83.3 

24.50 

3.57 

303 

300 

297 

293 

289 

283 

278 

a 

1^ 

88.4 

26.00 

3.57 

321 

319 

315 

311 

306 

301 

295 

it 

34 

93.5 

27.50 

3.57 

340 

337 

333 

329 

324 

318 

313 

For  detail  dimensions  see  page  200. 


CAMBRIA  STEEL. 


257 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
8"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 
, (12L)2  • 

^36  000  r2 


Safety  factor  4. 


SERIES  B. 


LJ'* 


Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

Inch. 

Lbs.per  Ft. 

142 

138 

135 

131 

128 

124 

121 

117 

114 

110 

H 

11.25 

1 ( 

159 

156 

152 

148 

144 

141 

137 

133 

129 

125 

A 

176 

172 

168 

164 

160 

155 

151 

147 

143 

139 

Vs 

it 

193 

189 

184 

180 

175 

170 

166 

161 

156 

151 

it 

209 

204 

200 

194 

190 

184 

179 

175 

169 

164 

it 

225 

221 

215 

210 

204 

199 

194 

188 

182 

176 

it 

242 

237 

231 

226 

219 

214 

207 

202 

195 

189 

it 

156 

152 

149 

144 

140 

137 

132 

128 

124 

120 

H 

13.75 

173 

170 

165 

161 

157 

153 

148 

144 

139 

134 

A 

i i 

191 

187 

183 

178 

173 

168 

164 

159 

154 

149 

it 

208 

203 

199 

193 

187 

183 

178 

173 

168 

162 

it 

224 

219 

214 

209 

203 

198 

193 

186 

181 

175 

3^ 

it 

241 

236 

230 

224 

218 

213 

206 

200 

194 

188 

it 

257 

251 

246 

239 

233 

226 

220 

213 

207 

200 

Vs 

171 

167 

163 

158 

153 

149 

144 

140 

135 

130 

H 

16.25 

<4 

189 

184 

179 

175 

170 

165 

160 

155 

150 

145 

A 

206 

202 

197 

191 

187 

181 

176 

170 

165 

160 

Vs 

44 

224 

219 

214 

209 

203 

198 

191 

186 

180 

175 

44 

240 

235 

230 

223 

218 

211 

206 

199 

194 

187 

44 

257 

251 

245 

239 

233 

226 

220 

213 

207 

200 

44 

274 

267 

261 

254 

247 

241 

233 

227 

219 

213 

44 

186 

181 

176 

171 

166 

161 

155 

150 

145 

140 

H 

18.75 

4 4 

204 

199 

194 

188 

182 

177 

171 

166 

161 

155 

221 

216 

210 

205 

199 

193 

188 

182 

176 

170 

Vs 

239 

233 

228 

222 

216 

210 

203 

198 

191 

186 

44 

257 

250 

245 

238 

231 

226 

219 

213 

206 

200 

34 

4 4 

272 

267 

260 

254 

247 

240 

233 

226 

219 

212 

4 4 

289 

283 

276 

269 

262 

254 

247 

239 

232 

224 

Vs 

44 

201 

196 

191 

184 

178 

173 

167 

161 

156 

150 

H 

21.25 
< ( 

219 

214 

208 

202 

196 

190 

184 

178 

172 

165 

237 

231 

225 

218 

212 

206 

200 

193 

187 

180 

Vs 

<( 

254 

248 

243 

236 

229 

223 

216 

209 

202 

196 

T6 

<( 

272 

265 

260 

252 

246 

239 

231 

225 

218 

211 

¥ 

“ 

289 

282 

276 

268 

261 

253  . 

245 

239 

231 

224 

A 

(( 

305 

298 

291 

283 

276 

268 

260 

253 

244 

237 

Vs 

tt 

For  detail  dimensions  see  page  200. 


258 


CAMBRIA  STEEIi. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
9 ' CHANNEL  AND  PLATE  COLUMNS, 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+: 


(12  L)2 
36  000  r* 


h— -13A'— >i 


T 

d 

SERIES  B. 


Safety  factor  4. 


Weight 

of  each 

Channel. 

Thick- 
ness of 

Plates. 

Weight 

of 

Column. 

ireaof 

Column 

Section. 

Least 

Radius  of 

Gyration. 

Length  in  Feet. 

Lbs.per  Ft. 

Inch. 

Lbs.perPt. 

S^.  Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

SO 

13.25 

Ya. 

48.6 

14.28 

4.05 

177 

176 

174 

172 

170 

168 

166 

163 

(< 

A 

54.1 

15.90 

4.10 

197 

196 

194 

192 

190 

187 

184 

181 

y% 

59.7 

17.53 

4.07 

217 

216 

214 

212 

209 

207 

203 

200 

65.2 

19.16 

4.04 

237 

236 

234 

231 

228 

225 

222 

218 

(< 

70.7 

20.78 

4.02 

257 

256 

253 

251 

248 

244 

240 

236 

“ 

■h 

76.2 

22.40 

4.00 

277 

276 

273 

270 

267 

283 

259 

255 

II 

81.7 

24.03 

3.99 

297 

296 

293 

290 

286 

282 

278 

273 

15.0 

52.1 

15.32 

3.97 

190 

188 

187 

185 

183 

180 

177 

174 

“ 

57.6 

16.94 

4.05 

210 

208 

207 

204 

202 

199 

197 

193 

63.2 

18.57  1 

1 4.05 

230 

228 

226 

224 

221 

218 

215 

212 

ii 

1^ 

68.7 

20.20 

4.03 

250 

249 

246 

244 

241 

237 

234 

230 

74.2 

21.82 

4.01 

270 

268 

266 

263 

260 

256 

252 

248 

<1 

79.7 

23.44 

3.99 

290 

288 

286 

283 

279 

275 

271 

266 

ii 

85.2 

25.07 

3.97 

310 

308 

306 

302 

299 

295 

290 

285 

20.0 

Va 

62.1 

18.26 

3.78 

226 

224 

222 

219 

216 

213 

209 

205 

II 

67.6 

19.88 

3.87 

246 

244 

242 

239 

236 

233 

228 

224 

II 

ys 

73.2 

21.51 

3.95 

266 

264 

262 

260 

256 

252 

248 

244 

II 

78.7 

23.14 

3.98 

286 

285 

282 

279 

276 

272 

268 

263 

II 

3^ 

84.2 

24.76 

3.96 

306 

305 

302 

299 

295 

291 

286 

280 

II 

89.7 

26.39 

3.95 

327 

325 

322 

318 

314 

309 

304 

299 

II 

y 

95.2 

28.01 

3.94 

347 

345 

342 

338 

333 

328 

323 

317 

25.0 

Va 

72.1 

21.20 

3.64 

262 

260 

257 

254 

251 

246 

242 

236 

II 

77.6 

22.82 

3.73 

282 

280 

277 

274 

270 

266 

261 

2.55 

II 

y 

83.2 

24.45 

3.81 

303 

300 

298 

294 

290 

285 

281 

276 

II 

88.7 

26.08 

3.89 

323 

320 

317 

314 

310 

305 

301 

295 

y2 

94.2 

27.70 

3.92 

343 

341 

337 

333 

329 

324 

319 

314 

II 

99.7 

29.32 

3.91 

363 

361 

357 

353 

348 

343 

338 

332 

II 

ys 

105.2 

30.95 

3.90 

383 

380 

377 

373 

368 

362 

357 

350 

For  detail  dimensions  see  page  200. 


CAMBKIA  STEEL. 


259 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
9 " CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


SERIES  B. 


Safety  factor  4. 


Length  in  Feet. 

Thickness 

of 

Plates. 

Weight 

of  each 

Channel. 

22 

24 

26 

28 

80 

82 

84 

86 

88 

40 

42 

Inch. 

Lbs.  per  Ft. 

160 

157 

153 

150 

146 

143 

139 

136 

132 

128 

125 

18.25 

178 

174 

172 

168 

164 

160 

156 

152 

148 

144 

140 

A 

“ 

196 

192 

188 

184 

180 

175 

171 

167 

163 

158 

154 

Vs 

II 

214 

210 

206 

201 

196 

192 

187 

182 

177 

172 

167 

II 

232 

227 

222 

217 

212 

207 

202 

196 

191 

186 

181 

II 

250 

245 

240 

234 

229 

223 

217 

211 

206 

200 

194 

II 

268 

263 

257 

251 

245 

239 

233 

227 

221 

215 

208 

** 

171 

167 

164 

159 

156 

152 

148 

144 

140 

136 

132 

H 

15.0 

190 

186 

182 

178 

174 

169 

185 

161 

156 

152 

148 

ire 

it 

208 

204 

199 

195 

190 

186 

181 

176 

172 

167 

162 

H 

225 

221 

216 

212 

207 

202 

197 

192 

187 

181 

176 

ii 

243 

238 

233 

228 

223 

217 

212 

206 

200 

195 

189 

€i 

261 

256 

251 

245 

239 

233 

227 

221 

215 

209 

203 

ti 

280 

274 

268 

261 

255 

248 

242 

235 

229 

223 

216 

<C 

201 

197 

192 

187 

183 

177 

172 

168 

162 

158 

153 

20.0 

220 

215 

211 

206 

200 

195 

190 

185 

180 

174 

168 

A 

“ 

239 

234 

229 

224 

218 

213 

207 

202 

196 

191 

186 

ys 

II 

258 

253 

247 

242 

236 

230 

224 

218 

213 

205 

200 

T6 

275 

269 

264 

258 

251 

245 

239 

232 

226 

220 

214 

Vi 

“ 

293 

287 

281 

274 

268 

261 

255 

248 

241 

234 

228 

ire 

II 

311 

305 

298 

291 

284 

277 

270 

263 

256 

247 

240 

II 

232 

226 

221 

214 

209 

202 

197 

190 

185 

179 

173 

25.0 

250 

245 

238 

233 

227 

220 

214 

207 

201 

196 

189 

ire 

ii 

269 

264 

258 

252 

245 

238 

232 

226 

218 

212 

206 

288 

283 

276 

270 

264 

257 

250 

242 

236 

229 

222 

ire 

ii 

308 

301 

295 

288 

280 

273 

266 

259 

252 

245 

238 

ii 

326 

319 

312 

304 

296 

289 

281 

274 

266 

260 

251 

ire 

ii 

344 

335 

328 

320 

313 

309 

297 

289 

281 

273 

264 

ii 

For  detail  dimensions  see  page  200. 


260 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
10  ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


(12  L)2 
36  000  r2 


!<-— 15-— 


1 

p» 

J 

SERIES  B. 


Safety  factor  4. 


W<^ight 
of  each 
Ohannel. 

Thick- 
ness of 
Plates. 

Weight 

of 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.per  Ft. 

Inch. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

15 

Va 

55.5 

16.42 

4.49 

203 

201 

199 

198 

195 

193 

190 

187 

185 

1 < 

ire 

61.9 

18.30 

4.58 

226 

224 

223 

220 

218 

216 

212 

209 

206 

i< 

68.3 

20.17 

4.65 

249 

247 

245 

243 

241 

238 

235 

232 

228 

ii 

74.6 

22.05 

4.70 

272 

271 

268 

266 

263 

261 

257 

253 

250 

it 

81.0 

23.92 

4.67 

296 

294 

291 

289 

286 

282 

278 

275 

271 

** 

A 

87.4 

25.80 

4.65 

319 

316 

314 

311 

308 

304 

300 

296 

291 

it 

93.8 

27.67 

4.63 

342 

339 

337 

334 

330 

326 

322 

317 

312 

20 

65.5 

19.26 

4.29 

237 

236] 

233 

231 

228 

225 

221 

218 

214 

71.9 

21.14 

4.39 

261 

259 

257 

254 

251 

248 

244 

240 

236 

t 4 

78.3 

23.01 

4.47 

284 

282 

279 

277 

273 

270 

266 

262 

258 

4 4 

84.6 

24.89 

4.55 

307 

305 

303 

300 

297 

292 

289 

285 

280 

91.0 

26.76 

4.62 

331 

328 

326 

323 

319 

315 

311 

306 

302 

ire 

97.4 

28.64 

4.63 

354 

351 

349 

346 

341 

337 

333 

328 

323 

4 4 

% 

103.8 

30.51 

4.61 

377 

374 

371 

368 

364 

359 

355 

349 

344 

25 

75.5 

22.20 

4.13 

274 

271 

268 

265 

262 

258 

254 

249 

245 

_5_ 

81.9 

24.08 

4.23 

297 

294 

292 

288 

285 

280 

277 

272 

266 

“ 

88.3 

25.95 

4.32 

320 

318 

315 

312 

308 

303 

299 

294 

288 

“ 

ire 

94.6 

27.83 

4.40 

343 

341 

338 

334 

331 

326 

322 

316 

310 

44 

101.0 

29.70 

4.48 

367 

364 

361 

357 

353 

349 

343 

339 

332 

4 4 

107.4 

31.58 

4.55 

390 

387 

384 

380 

376 

371 

366 

361 

355 

44 

% 

113.8 

33.45 

4.58 

413 

410 

407 

403 

399 

394 

388 

383 

377 

30 

44 

¥ 

85.5 

25.14 

4.01 

309 

307 

303 

300 

295 

291 

286 

280 

275 

ire 

91.9 

27.02 

4.11 

333 

330 

327 

323 

318 

313 

308 

302 

298 

98.3 

28.89 

4.20 

356 

353 

349 

346 

341 

336 

331 

326 

320 

4 4 

JL. 

104.6 

30.77 

4.28 

379 

377 

373 

369 

365 

359 

353 

348 

342 

C 4 

111.0 

32.64 

4.36 

403 

400 

396 

392 

387 

382 

376 

371 

364 

117.4 

34.52 

4.43 

426 

423 

419 

415 

410 

404 

399 

392 

386 

123.8 

36.39 

4.50 

449 

446 

442 

438 

432 

428 

422 

415 

409 

35 

95.5 

28.08 

3.90 

345 

342 

338 

334 

329 

324 

318 

312 

304 

“ 

ire 

101.9 

29.96 

4.00 

369 

365 

361 

357 

3^2 

346 

340 

334 

327 

<( 

H 

108.3 

31.83 

4.10 

392 

389 

385 

380 

375 

369 

363 

356 

349 

ti 

ire 

114.6 

33.71 

4.18 

415 

412 

408 

404 

398 

392 

386 

379 

373 

it 

3^ 

121.0 

35.58 

4.26 

438 

436 

431 

426 

420 

415 

409 

401 

395 

ti 

ire 

127.4 

37.46 

4.33 

462 

459 

454 

450 

444 

437 

432 

424 

418 

(( 

133.8 

39.33 

4.40 

485 

481 

478 

472 

467 

461 

455 

447 

439 

For  detail  dimensions  see  page  201. 


CAMBRIA  STEEL. 


261 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
10  ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+ 


(12  L)2 
36  000  r2 


Safety  factor  4. 


T 

SERIES  B. 

Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

26 

28 

80 

82 

84 

86 

88 

40 

42 

44 

46 

48 

Inch. 

Lbs.perR 

181 

178 

174 

171 

167 

163 

159 

156 

152 

148 

145 

141 

15 

202 

199 

195 

191 

188 

183 

179 

176 

171 

167 

163 

159 

<1 

224 

220 

216 

212 

208 

204 

199 

195 

190 

185 

181 

177 

y% 

246 

241 

237 

233 

228 

223 

218 

214 

209 

204 

199 

195 

44 

266 

261 

257 

251 

246 

242 

237 

231 

226 

221 

215 

210 

¥ 

44 

287 

282 

276 

271 

266 

261 

254 

249 

244 

237 

232 

226 

307 

302 

296 

291 

285 

278 

273 

267 

260 

254 

248 

241 

44 

210 

206 

201 

197 

193 

188 

183 

179 

174 

169 

165 

160 

20 

232 

227 

223 

218 

214 

208 

203 

198 

193 

189 

183 

179 

a 

254 

248 

244 

238 

234 

228 

223 

218 

213 

208 

202 

197 

Yb 

<< 

275 

270 

265 

260 

254 

249 

243 

238 

232 

226 

221 

216 

IT 

<1 

297 

291 

286 

281 

274 

269 

264 

257 

251 

246 

239 

233 

318 

313 

306 

301 

295 

288 

282 

276 

269 

263 

257 

250 

A 

a 

339 

332 

326 

320 

313 

307 

301 

293 

286 

280 

272 

266 

a 

239 

234 

229 

224 

219 

213 

207 

202 

196 

190 

186 

180 

25 

<< 

262 

256 

250 

245 

240 

234 

227 

221 

216 

210 

204 

199 

ire 

284 

277 

272 

266 

260 

254 

248 

241 

236 

229 

223 

217 

305 

299 

294 

287 

281 

274 

268 

261 

256 

248 

241 

236 

A 

1 i 

327 

322 

315 

309 

302 

296 

288 

282 

274 

268 

261 

255 

K 

1 1 

349 

342 

336 

330 

322 

316 

308 

301 

295 

287 

280 

274 

IT 

<< 

370 

364 

356 

350 

343 

335 

328 

321 

312 

305 

299 

290 

II 

269 

263 

257 

250 

244 

237 

231 

224 

218 

212 

205 

199 

30 

291 

285 

278 

272 

265 

258 

252 

245 

239 

232 

225 

218 

IT 

44 

313 

306 

300 

293 

286 

279 

273 

265 

258 

251 

243 

238 

y% 

44 

335 

329 

322 

314 

308 

300 

292 

286 

278 

270 

264 

256 

IT 

357 

351 

342 

336 

328 

320 

313 

305 

298 

290 

282 

275 

“ 

379 

372 

364 

357 

349 

342 

333 

326 

317 

310 

301 

294 

ire 

“ 

401 

394 

386 

378 

370 

362 

355 

345 

338 

329 

321 

312 

“ 

298 

291 

284 

277 

269 

262 

255 

248 

239 

232 

225 

219 

35 

320 

313 

306 

298 

291 

283 

275 

267 

260 

252 

245 

238 

IT 

343 

336 

328 

320 

312 

304 

296 

287 

281 

273 

265 

257 

“ 

365 

357 

349 

340 

334 

325 

317 

309 

301 

292 

284 

276 

TT 

“ 

387 

379 

372 

363 

354 

345 

338 

329 

320 

312 

303 

294 

“ 

409 

401 

393 

384 

375 

367 

358 

350 

340 

331 

323 

314 

re 

“ 

432 

422 

415 

405 

397 

387 

379 

369 

361 

351 

341 

333 

“ 

For  detail  dimensions  see  page  201. 


262 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
12"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


1+ 


50  000 
(12L)2  * 

36  000  r2 


SERIES  B. 


Safety  lactor  4. 


Weight 
of  each 
Channel. 

Thick- 
ness of 
Plates. 

Weight 

of 

Column. 

A.rea  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.per  Ft. 

Inch. 

Lbs.per  Ft. 

Sq.  Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

20.5 

68.2 

20.06 

5.23 

248 

247 

246 

244 

241 

240 

237 

234 

231 

A 

75.0 

22.06 

5.18 

273 

272 

270 

268 

266 

263 

260 

258 

254 

n 

Vs 

81.8 

24.06 

5.14 

298 

296 

295 

292 

290 

287 

283 

280 

276 

it 

iT 

88.6 

26.06 

5.10 

322 

321 

318 

317 

314 

311 

307 

303 

299 

95.4 

28.06 

5.07 

347 

345 

343 

340 

337 

333 

331 

327 

322 

tt 

ire 

102.2 

30.06 

5.04 

372 

370 

367 

364 

361 

357 

354 

349 

344 

tt 

Vs 

109.0 

32.06 

5.01 

397 

394 

392 

389 

385 

381 

377 

372 

367 

25 

77.2 

22.70 

5.09 

281 

279 

277 

275 

273 

270 

267 

264 

261 

84.0 

24.70 

5.14 

306 

304 

302 

300 

297 

294 

291 

287 

284 

Vs 

90.8 

26.70 

5.11 

330 

328 

326 

324 

321 

318 

315 

311 

307 

it 

97.6 

28.70 

5.07 

355 

353 

351 

348 

345 

341 

338 

334 

330 

it 

104.4 

30.70 

5.05 

380 

378 

375 

372 

369 

365 

361 

356 

351 

i t 

111.2 

S2.70 

5.02 

405 

402 

400 

396 

393 

389 

384 

379 

374 

Vs 

118.0 

34.70 

5.00 

429 

427 

424 

421 

417 

412 

408 

403 

397 

30 

H 

87.2 

25.64 

4.93 

317 

315 

313 

311 

308 

304 

300 

296 

292 

it 

94.0 

27.64 

5.04 

342 

340 

338 

335 

332 

328 

326 

321 

316 

<< 

Vs 

100.8 

29.64 

5.07 

367 

365 

362 

359 

356 

352 

349 

345 

340 

it 

107.6 

31.64 

5.04 

391 

389 

387 

383 

380 

376 

373 

367 

362 

i t 

Yu. 

114.4 

33.64 

5.02 

416 

414 

411 

408 

404 

400 

395 

390 

385 

it 

121.2 

35.64 

4.99 

441 

438 

435 

432 

428 

424 

419 

413 

408 

it 

Vs 

128.0 

37.64 

4.98 

466 

463 

460 

456 

452 

447 

442 

437 

431 

35 

1 i 

Y 

97.2 

28.58 

4.80 

353 

351 

349 

346 

342 

338 

334 

329 

325 

104.0 

30.58 

4.91 

378 

376 

374 

370 

366 

362 

358 

354 

349 

1 1 

Vs 

110.8 

32.58 

5.01 

403 

401 

398 

395 

391 

387 

383 

378 

373 

117.6 

34.58 

4.99 

428 

425 

422 

419 

415 

411 

406 

401 

396 

it 

124.4 

36.58 

4.97 

453 

450 

447 

443 

439 

435 

430 

424 

419 

131.2 

38.58 

4.95 

477 

475 

471 

468 

463 

458 

453 

448 

442 

it 

Vs 

138.0 

40.58 

4.94 

502 

499 

496 

492 

487 

482 

477 

469 

463 

40 

Y 

107.2 

31.52 

4.69 

389 

387 

384 

380 

377 

373 

367 

362 

357 

it 

ire 

114.0 

33.52 

4.80 

414 

412 

409 

405 

402 

396 

391 

386 

381 

it 

Vs 

120.8 

35.52 

4.90 

439 

437 

434 

430 

425 

421 

416 

411 

405 

it 

127.6 

37.52 

4.95 

464 

462 

458 

455 

451 

446 

441 

435 

429 

it 

K 

134.4 

39.52 

4.94 

489 

486 

483 

479 

474 

470 

464 

457 

451 

it 

ire 

141.2 

41.52 

4.92 

514 

511 

507 

503 

497 

492 

486 

480 

473 

it 

Vs 

148.0 

43.52 

4.91 

538 

535 

532 

526 

521 

516 

510 

503 

496 

For  detail  dimensions  see  page  201. 


CAMBKIA  STEEL. 


263 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
12  " CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+, 


mL)2 

36  000  r2 


SERIES  B. 


Safety  factor  4. 


k— '16--^; 


1 

r 

4 

Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

26 

28 

30 

32 

34 

36 

88 

40 

42 

44 

46 

48 

Inch. 

Lbs.perFt. 

228 

225 

222 

218 

215 

211 

207 

204 

200 

196 

191 

187 

29.5 

251 

247 

243 

239 

235 

231 

227 

223 

218 

214 

209 

205 

A 

272 

269 

265 

261 

256 

251 

247 

242 

237 

232 

228 

223 

Vs 

tt 

295 

291 

286 

281 

276 

271 

266 

262 

257 

251 

246 

241 

TS 

ti 

318 

313 

308 

303 

297 

292 

286 

281 

275 

269 

263 

258 

y2 

it 

339 

334 

328 

324 

319 

313 

307 

301 

295 

288 

282 

276 

A 

tt 

362 

356 

350 

344 

338 

332 

326 

319 

313 

306 

299 

293 

257 

253 

249 

245 

241 

236 

232 

227 

222 

219 

214 

210 

Va 

25 

280 

276 

272 

268 

263 

258 

253 

248 

243 

238 

234 

229 

A 

302 

298 

293 

288 

283 

279 

274 

268 

263 

258 

252 

247 

Vs 

tt 

325 

320 

315 

310 

304 

299 

293 

287 

281 

275 

269 

264 

IT 

348 

342 

337 

331 

325 

319 

313 

307 

301 

295 

288 

282 

tt 

369 

363 

357 

351 

345 

339 

332 

325 

319 

312 

305 

299 

0 

16 

tt 

391 

385 

379 

373 

366 

359 

352 

345 

338 

331 

324 

317 

tt 

288 

284 

279 

274 

269 

264 

259 

254 

249 

243 

238 

233 

30 

312 

307 

302 

298 

293 

287 

282 

276 

271 

265 

260 

254 

iT 

1 1 

336 

330 

325 

320 

314 

308 

302 

296 

290 

284 

278 

272 

% 

“ 

357 

351 

346 

341 

335 

329 

323 

316 

310 

304 

297 

291 

IT 

(( 

379 

374 

368 

361 

355 

348 

342 

335 

328 

321 

314 

307 

tt 

402 

396 

389 

383 

376 

369 

362 

355 

347 

340 

333 

326 

425 

418 

411 

404 

397 

390 

382 

375 

367 

359 

351 

344 

** 

320 

315 

310 

303 

297 

292 

286 

280 

273 

267 

261 

255 

Va. 

35 

344 

338 

333 

327 

321 

315 

309 

303 

295 

289 

282 

276 

IT 

“ 

368 

362 

356 

350 

344 

337 

331 

324 

318 

311 

304 

298 

% 

tt 

390 

384 

378 

371 

365 

358 

351 

344 

337 

330 

323 

316 

IT 

413 

406 

400 

393 

386 

379 

371 

364 

355 

347 

340 

332 

tt 

434 

427 

420 

413 

405 

398 

390 

382 

374 

366 

358 

350 

tt 

456 

449 

442 

434 

426 

418 

410 

402 

394 

385 

377 

369 

351 

344 

339 

333 

326 

318 

312 

306 

298 

291 

285 

278 

40 

375 

369 

363 

355 

349 

342 

335 

328 

320 

313 

306 

299 

IT 

tt 

399 

393 

386 

380 

373 

368 

357 

350 

343 

335 

328 

321 

Vs 

tt 

422 

415 

408 

401 

394 

387 

379 

372 

364 

356 

348 

341 

444 

437 

430 

423 

415 

407 

399 

391 

383 

375 

367 

359 

tt 

466 

459 

452 

444 

436 

428 

420 

411 

403 

394 

386 

375 

** 

489 

481 

473 

465 

457 

448 

440 

431 

420 

411 

402 

393 

Vs 

tt 

For  detail  dimensions  see  page  201. 


264 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
16  ' CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P = 


50  000 


1+; 


-20" 


(12L)2 
36  000  r2 


4 


SERIES  B. 


Safety  factor  4. 


Weight 
of  each 
Channel. 

Thick- 
ness of 
Plates. 

Weight 

Column. 

Area  of 
Column 
Section. 

Least 
Radius  of 
Gyration. 

Length  in  Feet. 

Lbs.perFt. 

Inch. 

Lbs.perFt. 

Sq.  Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

Vs 

117.0 

34.80 

6.59 

429 

427 

425 

423 

420 

417 

414 

410 

406 

125.5 

37.30 

6.57 

460 

458 

456 

453 

450 

447 

442 

438 

434 

y2 

134.0 

39.80 

6.52 

491 

489 

485 

482 

479 

476 

472 

468 

463 

“ 

142.5 

42.30 

6.48 

521 

519 

516 

513 

509 

505 

501 

497 

492 

Vs 

151.0 

44.80 

6.44 

552 

549 

546 

543 

539 

535 

531 

526 

521 

H 

159.5 

47.30 

6.41 

583 

580 

577 

573 

569 

565 

561 

554 

549 

<< 

168.0 

49.80 

6.38 

614 

611 

607 

604 

599 

595 

589 

583 

578 

35 

121.0 

35.58 

6.55 

439 

437 

435 

432 

428 

425 

422 

418 

414 

<( 

A 

129.5 

38.08 

6.56 

470 

468 

465 

463 

459 

455 

451 

447 

443 

K 

138.0 

40.58 

6.52 

501 

498 

495 

492 

488 

485 

481 

477 

472 

146.5 

43.08 

6.48 

531 

528 

525 

522 

519 

515 

511 

506 

501 

155.0 

45.58 

6.44 

562 

559 

556 

552 

549 

545 

540 

535 

531 

<( 

163.5 

48.08 

6.41 

592 

590 

586 

583 

579 

574 

570 

563 

558 

II 

172.0 

50.58 

6.38 

623 

620 

617 

613 

609 

604 

598 

592 

587 

40 

Vs 

131.0 

38.52 

6.41 

475 

472 

470 

467 

464 

460 

457 

451 

447 

“ 

139.5 

41.02 

6.51 

506 

503 

500 

497 

494 

490 

486 

482 

477 

ii 

3^ 

148.0 

43.52 

6.50 

537 

534 

531 

527 

524 

520 

516 

511 

507 

A 

156.5 

46.02 

6.47 

567 

564 

561 

558 

554 

550 

545 

541 

5361 

< 1 

165.0 

48.52 

6.43 

598 

595 

592 

588 

584 

580 

575 

570 

563 

i i 

H 

173.5 

51.02 

6.40 

629 

626 

622 

618 

614 

610 

603 

598 

592 

182.0 

53.52 

6.37 

659 

656 

653 

649 

644 

638 

633 

627 

621 

45 

141.0 

41.48 

6.28 

511 

509 

506 

502 

498 

494 

490 

486 

480 

“ 

ire 

149.5 

43.98 

6.39 

542 

539 

536 

533 

529 

525 

520 

515 

510 

“ 

158.0 

46.48 

6.48 

573 

570 

567 

563 

559 

555 

551 

546 

541 

li 

ire 

166.5 

48.98 

6.45 

604 

601 

597 

594 

590 

585 

580 

575 

570 

II 

Vs 

175.0 

51.48 

6.42 

634 

631 

628 

624 

620 

615 

610 

603 

597 

“ 

H 

183.5 

53.98 

6.39 

665 

662 

658 

654 

650 

645 

638 

632 

626 

1 1 

192.0 

56.48 

6.37 

696 

693 

689 

685 

680 

673 

667 

661 

655 

50 

151.0 

44.42 

6.17 

547 

544 

541 

537 

533 

528 

523 

519 

514 

“ 

A 

159.5 

46.92 

6.28 

578 

575 

572 

567 

563 

559 

555 

550 

543 

“ 

168.0 

49.42 

6.37 

609 

606 

603 

599 

595 

589 

584 

579 

573 

176.5 

51.92 

6.43 

640 

636 

633 

629 

625 

620 

615 

610 

602 

II 

185.0 

54.42 

6.40 

671 

667 

664 

660 

655 

650 

643 

637 

631 

II 

11 

193.5 

56.92 

6.37 

701 

698 

694 

690 

685 

678 

673 

667 

660 

1 1 

H 

202.0 

59.42 

6.35 

732 

729 

725 

720 

715 

708 

702 

696 

689 

55 

Vs 

161.0 

47.36 

6.07 

583] 

580 

576 

571 

567 

563 

556 

551 

546 

<< 

ire 

169.5 

49.86 

6.18 

614 

610 

607 

603 

599 

593 

588 

582 

577 

178.0 

52.36 

6.28 

645 

642 

639 

633 

629 

624 

619 

613 

605 

<< 

ire 

186.5 

54.86 

6.37 

676 

673 

669 

665 

660 

654 

648 

643 

636 

195.0 

57.36 

6.38 

707 

703 

700 

695 

690 

685 

678 

672 

665 

<< 

xi 

203.5 

59.86 

6.35 

738 

734 

730 

726 

721 

713 

707 

701 

694 

<1 

V 

212.0 

62.36 

6.33 

768 

764 

760 

756 

751 

743 

737 

730 

724 

For  detail  dimensions  see  page  201. 


CAMBRIA  STEEL. 


265 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
16"  CHANNEL  AND  PLATE  COLUMNS. 
SQUARE  ENDS. 


Based  on  Gordon’s  Formula  P 


50  000 


1+, 


(12  L)2 
36  000  r2 


SERIES  B. 


Safety  factor  4. 


120---^ 

=T^ 


Length  in  Feet. 

Thick- 
ness of 
Plates. 

Weight 
of  each 
Channel. 

SO 

82 

34 

36 

38 

40 

42 

44 

46 

48 

50 

52 

Inch. 

Lhs.per  Ft. 

401 

397 

393 

388 

383 

379 

374 

369 

364 

359 

353 

348 

Vs 

33 

430 

425 

421 

416 

411 

406 

401 

395 

390 

384 

379 

373 

IT 

“ 

459 

454 

449 

444 

439 

433 

427 

422 

414 

408 

402 

396 

it 

487 

482 

477 

470 

464 

458 

452 

446 

440 

434 

427 

421 

it 

515 

509 

503 

498 

492 

485 

479 

473 

466 

457 

450 

444 

543 

538 

532 

525 

519 

512 

504 

497 

490 

483 

476 

468 

H 

572 

566 

560 

553 

544 

537 

530 

523 

516 

508 

501 

491 

(( 

410 

406 

401 

397 

392 

387 

382 

377 

372 

367 

361 

356 

Vs 

35 

439 

434 

430 

425 

420 

414 

409 

404 

398 

392 

387 

381 

7 

16 

468 

463 

358 

452 

447 

442 

436 

430 

422 

416 

410 

404 

it 

496 

491 

486 

478 

473 

467 

461 

454 

448 

442 

435 

429 

a 

523 

518 

512 

506 

500 

494 

487 

481 

474 

465 

458 

451 

If 

it 

552 

546 

540 

534 

528 

521 

512 

505 

498 

491 

483 

476 

Te* 

it 

581 

575 

568 

562 

553 

546 

538 

531 

524 

516 

509 

498 

i i 

442 

438 

433 

428 

423 

417 

410 

404 

399 

393 

387 

381 

Vs 

40 

473 

468 

463 

457 

452 

446 

439 

433 

427 

421 

414 

408 

7 

16 

it 

502 

496 

491 

485 

480 

471 

465 

459 

453 

446 

440 

433 

3^ 

*< 

530 

525 

517 

511 

505 

499 

492 

485 

479 

472 

465 

458 

ire 

<( 

557 

551 

545 

539 

532 

526 

519 

512 

502 

495 

488 

480 

ys 

i t 

586 

580 

573 

567 

560 

553 

543 

536 

528 

521 

513 

505 

xi 

1 1 

615 

608 

601 

592 

585 

577 

570 

562 

554 

546 

538 

527 

475 

470 

464 

459 

451 

445 

440 

433 

427 

421 

413 

407 

Vs 

45 

505 

500 

494 

488 

483 

474 

468 

462 

455 

449 

442 

435 

ire 

536 

530 

524 

516 

510 

504 

497 

490 

483 

477 

470 

463 

563 

557 

550 

544 

537 

531 

524 

517 

509 

502 

492 

485 

ire 

it 

591 

585 

578 

572 

565 

558 

550 

540 

533 

525 

518 

510 

“ 

620 

613 

607 

600 

592 

582 

575 

567 

559 

551 

543 

535 

u 

(( 

649 

642 

635 

625 

617 

609 

601 

593 

585 

576 

568 

556 

y 

it 

507 

501 

495 

489 

481 

475 

469 

462 

453 

447 

440 

433 

ys 

50 
( < 

537 

531 

525 

519 

510 

504 

497 

493 

483 

476 

467 

460 

ire 

568 

562 

555 

547 

540 

533 

526 

519 

512 

504 

497 

487 

3^ 

(( 

596 

590 

583 

577 

570 

563 

555 

548 

538 

530 

522 

514 

ire 

(( 

625 

618 

612 

604 

597 

590 

579 

571 

563 

555 

547 

539 

654 

647 

640 

630 

622 

614 

606 

598 

589 

581 

572 

561 

u 

it 

682 

675 

665 

657 

649 

641 

632 

623 

615 

603 

594 

585 

y 

it 

540 

532 

526 

520 

511 

504 

497 

490 

481 

474 

466 

457 

ys 

55 

569 

562 

556 

549 

542 

533 

526 

519 

511 

501 

494 

486 

ire 

599 

593 

586 

579 

570 

562 

555 

547 

540 

532 

521 

513 

3^ 

(( 

630 

623 

616 

607 

599 

592 

584 

576 

568 

560 

552 

540 

ire 

(( 

659 

652 

645 

637 

627 

619 

611 

602 

594 

585 

577 

565 

y 

687 

680 

670 

662 

654 

646 

637 

628 

620 

608 

599 

590 

u 

716 

706 

698 

690 

681 

673 

664 

652 

643 

633 

624 

614 

y 

it 

For  detail  dimensions  see  page  201. 


266 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
HOLLOW  ROUND  CAST  IRON  COLUMNS. 
SQUARE  ENDS. 

Based  on  Gordon’s  Formula  P = — — 

H — — 

^800  d2 

P = safe  load  in  pounds  per  square  inch. 

1 = length  of  column  in  inches, 
d = outside  diameter  of  column  in  inches. 

Ultimate  compressive  strength= 80  000  pounds  per  square  inch.  Safety  factor  8. 
Safe  loads  for  other  safety  factors  than  that  of  the  tables  may  be  obtained  as 

g 

follows: — New  safe  load  = Safe  load  from  table  X ? — i — • 

New  factor 


Outside 
Diam- 
eter in 
Inches. 


6 


10 


11 


12 


13 


14 


15 


16 


Thick- 
ness in 
Inches. 


Vs 


Vs 


1 

IVs 

Vs 

1 

IVs 

IH 

1 

IVs 

IVs 

IH 

IVs 

IV2 

IVs 

IH 

Ws 

m 

1V2 

IVs 

IVs 

IVs 

IV 

IV2 

IVs 

IH 

IVs 


Length  of  Column  in  Feet. 

Area 
of  Metal 
in 

Sq.  Ins. 

Weight 
per  Foot 
in 

Pounds. 

6 

8 

10 

12 

14 

16 

18 

20 

22 

2± 

105 

94 

82 

72 

62 

54 

47 

41 

36 

32 

124 

38.7 

119 

107 

94 

82 

71 

62 

54 

47 

41 

36 

14.1 

44.0 

130 

119 

108 

96 

86 

76 

67 

60 

53 

47 

14.7 

46.0 

149 

136 

123 

no 

98 

87 

77 

68 

61 

54 

16.8 

52.6 

155 

145 

133 

122 

no 

99 

89 

80 

72 

65 

17.1 

53.4 

178 

166 

153 

139 

126 

114 

104 

92 

83 

75 

19.6 

61.2 

200 

186 

172 

158 

142 

128 

115 

103 

93 

84 

22.0 

68.7 

207 

196 

183 

169 

156 

142 

130 

118 

108 

98 

22.3 

69.8 

233 

220 

206 

190 

175 

160 

146 

133 

121 

no 

25.1 

78.5 

258 

244 

228 

211 

194 

177 

162 

147 

134 

122 

27.8 

87.0 

235 

225 

212 

199 

185 

172 

158 

148 

134 

123 

25.1 

78.4 

265 

254 

240 

224 

209 

194 

178 

164 

151 

139 

28.3 

88.4 

294 

281 

266 

249 

232 

215 

198 

182 

168 

154 

31.4 

98.0 

323 

308 

291 

273 

254 

235 

217 

200 

184 

169 

34.4 

107.4 

298 

287 

273 

259 

243 

227 

212 

197 

183 

169 

31.4 

98.2 

330 

319 

304 

287 

270 

253 

235 

219 

203 

188 

34.9 

109.1 

363 

350 

333 

315 

296 

277 

258 

240 

223 

206 

38.3 

119.7 

395 

380 

361 

342 

322 

301 

280 

261 

242 

224 

41.6 

129.9 

368 

356 

342 

326 

309 

291 

274 

256 

239 

223 

38.4 

120.1 

404 

391 

375 

358 

339 

320 

300 

281 

263 

245 

42.2 

131.9 

439 

425 

408 

389 

369 

348 

327 

306 

287 

267 

45.9 

143.4 

473 

458 

440 

419 

397 

375 

352 

330 

308 

288 

49.5 

154.6 

404 

393 

379 

364 

347 

330 

312 

294 

277 

260 

42.0 

131.2 

444 

432 

417 

400 

382 

363 

343 

323 

304 

286 

46.1 

144.2 

484 

470 

454 

435 

415 

395 

373 

352 

331 

311 

50.2 

156.9 

522 

507 

490 

470 

448 

426 

403 

380 

358 

336 

54.2 

169.4 

485 

473 

459 

442 

424 

405 

386 

366 

347 

327 

50.1 

156.5 

528 

515 

499 

482 

462 

441 

420 

399 

378 

357 

54.5 

170.4 

570 

556 

540 

520 

499 

477 

454 

431 

408 

385 

58.9 

184.1 

612 

597 

579 

558 

535 

511 

487 

462 

437 

413 

63.2 

197.4 

573 

560 

545 

528 

509 

489 

467 

446 

424 

406 

58.9 

183.9 

618 

605 

589 

570 

550 

528 

505 

482 

459 

439 

63.6 

198.8 

664 

650 

632 

612 

590 

567 

542 

517 

492 

471 

68.3 

213.4 

708 

694 

675 

653 

630 

605 

579 

552 

525 

502 

72.8 

227.6 

666 

654 

638 

620 

600 

579 

557 

533 

510 

486 

68.3 

213.5 

716 

702 

686 

666 

645 

622 

598 

573 

548 

522 

73.4 

229.3 

764 

750 

732 

711 

689 

664 

638 

611 

584 

558 

78.3 

244.8 

811 

796 

777 

756 

731 

705 

678 

649 

621 

592 

83.2 

260.0 

CAMBRIA  STEEL.  267 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  FOR 
HOLLOW  ROUND  CAST  IRON  COLUMNS. 
SQUARE  ENDS. 

Based  on  Gordon’s  Formula  P = — • 

1+^— 

^800  d2 

P = safe  load  in  pounds  per  square  inch. 

1 = length  of  column  in  inches, 
d = outside  diameter  of  column  in  inches. 

Ultimate  compressive  strength = 80  000  pounds  per  square  inch.  Safety  factor  8. 
Safe  loads  for  other  safety  factors  than  that  of  the  tables  may  be  obtained  as 


follows: — New  safe  load  = Safe  load  from  table  X ? 

New  factor 


Outside 
Diam- 
eter in 
Inches. 

Thick- 
ness in 
Inches. 

Length  of  Column  in  Feet. 

Area 
of  Metal 
in 

Sq,  Ins. 

Weight 
per  Foot 
in 

Pounds. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

18 

IVs 

754 

732 

708 

684 

659 

633 

608 

596 

557 

533 

83.6 

261.2 

IH 

806 

782 

757 

732 

704 

677 

650 

637 

596 

569 

89.3 

279.2 

IVs 

857 

832 

805 

777 

749 

720 

691 

677 

633 

605 

95.0 

296.8 

2 

907 

880 

852 

823 

792 

762 

731 

717 

670 

641 

100.5 

314.2 

20 

IH 

922 

900 

876 

850 

824 

797 

769 

742 

714 

687 

100.3 

313.6 

IVs 

981 

957 

932 

905 

877 

848 

819 

789 

760 

731 

106.8 

333.6 

2 

1039 

1014 

987 

958 

929 

898 

867 

836 

805 

774 

113.1 

353.4 

2H 

1097 

1070 

1041 

1011 

980 

948 

915 

882 

849 

817 

119.3 

372.9 

22 

IVs 

1105 

1082 

1058 

1032 

1005 

976 

947 

918 

888 

859 

118.5 

370.5 

2 

1171 

1147 

1122 

1094 

1065 

1035 

1004 

974 

941 

910 

125.7 

392.7 

2^ 

1239 

1213 

1186 

1157 

1126 

1094 

1062 

1029 

996 

962 

132.9 

415.3 

2}4 

1301 

1275 

1246 

1215 

1183 

1150 

1116 

1081 

1046 

1011 

139.6 

436.3 

24 

2 

1303 

1280 

1241 

1229 

1201 

1171 

1141 

1110 

1079 

1047 

138.2 

432.0 

23^ 

1376 

1352 

1311 

1298 

1268 

1238 

1206 

1173 

1140 

1106 

146.0 

456.4 

2M 

1449 

1423 

1380 

1367 

1335 

1303 

1269 

1235 

1200 

1165 

153.7 

480.4 

2^ 

1520 

1494 

1448 

1434 

1402 

1367 

1332 

1296 

1259 

1222 

161.4 

504.2 

26 

23^ 

1515 

1492 

1467 

1440 

1412 

1382 

1351 

1319 

1286 

1252 

159.4 

498.1 

234 

1596 

1572 

1546 

1517 

1487 

1456 

1423 

1389 

1354 

1319 

167.9 

524.6 

2V8 

1675 

1650 

1623 

1593 

1562 

1528 

1494 

1458 

1422 

1385 

176.3 

550.9 

234 

1754 

1728 

1699 

1668 

1635 

1600 

1564 

1527 

1489 

1450 

184.6 

576.8 

28 

234 

1742 

1719 

1694 

1667 

1638 

1608 

1576 

1542 

1508 

1474 

182.0 

568.8 

2^ 

1829 

1806 

1780 

1751 

1721 

1689 

1655 

1620 

1584 

1548 

191.2 

597.5 

234 

1917 

1892 

1864 

1834 

1802 

1769 

1734 

1697 

1660 

1622 

200.3 

625.9 

2^^ 

2002 

1967 

1948 

1917 

1883 

1848 

1811 

1773 

1734 

1694 

209.3 

653.9 

30 

2^ 

1982 

1961 

1936 

1909 

1879 

1848 

1816 

1782 

1747 

1711 

206.1 

644.1 

234 

2078 

2055 

2028 

2000 

1969 

1937 

1903 

1867 

1830 

1793 

216.0 

675.0 

2ys 

2172 

2148 

2119 

2090 

2058 

2024 

1989 

1952 

1913 

1874 

225.8 

705.5 

2% 

2265 

2240 

2210 

2180 

2147 

2111 

2074 

2035 

1995 

1954 

235.4 

735.7 

32 

234 

2239 

2217 

2192 

2165 

2135 

2104 

2071 

2036 

2000 

1963 

231.7 

724.0 

2H 

2341 

2318 

2292 

2264 

2233 

2200 

2165 

2129 

2092 

2053 

242.2 

757.0 

234 

2442 

2418 

2391 

2361 

2329 

2295 

2259 

2221 

2182 

2141 

252.7 

789.7 

2V8 

2542 

2517 

2489 

2458 

2424 

2389 

2351 

2312 

2271 

2229 

263.1 

822.1 

34 

2^ 

2511 

2488 

2463 

2436 

2406 

2374 

2341 

2306 

2272 

2232 

258.7 

808.6 

234 

2620 

2596 

2570 

2542 

2511 

2478 

2441 

2406 

2370 

2329 

270.0 

843.7 

234 

2728 

2703 

2676 

2646 

2614 

2580 

2544 

2505 

2468 

2425 

281.1 

878.5 

3 

2835 

2810 

2781 

2750 

2717 

2681 

2643 

2604 

2565 

2520 

292.2 

913.0 

36 

234 

2796 

2774 

2749 

2721 

2692 

2660 

2626 

2591 

2553 

2515 

287.3 

897.7 

234 

2913 

2889 

2863 

2834 

2803 

2770 

2735 

2698 

2659 

2619 

299.2 

935.0 

3 

3028 

3003 

2976 

2946 

2904 

2880 

2849 

2805 

2765 

2723 

311.0 

971.9 

268  CAMBRIA  STEEL. 


STRENGTH  OF  HOLLOW  ROUND  AND  HOLLOW 
RECTANGULAR  CAST  IRON  COLUMNS. 

For  various  values  of  ^ in  which:-— 

Cl 

L = length  of  column  in  feet, 
d = least  outside  diameter  in  inches. 

P = ultimate  strength  in  pounds  per  square  inch. 

Based  on  Gordon’s  Formulae  for  Columns  with  Square  Ends. 
Hollow  Round.  Hollow  Rectangular. 

80000  _ _ 80000 
. , (12L)2  ^ (12L)2 

800  d2  1067  d2 


L 

d 

Ultimate  Strength 
in  lbs.  per  sq.  in. 

L 

d 

Ultimate  Strength 
in  lbs.  per  sq.  in. 

Hollow 

Hound. 

Hollow 

Rectangular. 

Hollow 

Round. 

Hollow 

Rectangular. 

1.0 

67800 

70487 

2.5 

37647 

43396 

1.1 

65692 

68770 

2.6 

36088 

41834 

1.2 

63532 

66983 

2.7 

34599 

40326 

1.3 

61340 

65142 

2.8 

33178 

38871 

1.4 

59137 

63265 

2.9 

31817 

37471 

1.5 

56940 

61366 

3.0 

30534 

36123 

1.6 

54766 

59458 

3.1 

29306 

34829 

1.7 

52625 

57553 

3.2 

28137 

33586 

1.8 

50531 

55660 

3.3 

27025 

32393 

1.9 

48491 

53792 

3.4 

25967 

31249 

2.0 

46512 

51954 

3.5 

24961 

30152 

2.1 

44598 

50151 

3.6 

24004 

29101 

2.2 

42753 

48391 

3.7 

23093 

28094 

2.3 

40979 

46676 

3.8 

22227 

27130 

2.4 

39277 

45011 

3.9 

21403 

26206 

Safe  loads  for  any  given  hollow  round  or  hollow  rectangular  columns,  corre- 
sponding to  any  suitable  factor  of  safety,  can  be  found  from  the  above  table  as 
follows: — 

Find  from  the  table  the  ultimate  strength  in  pounds  per  square  inch  corre- 
sponding to  the  given  value  of  . Multiply  this  by  the  area  of  the  column  in 

d 

square  inches  and  divide  the  product  by  the  safety  factor  which  will  give  as  a 
quotient  the  required  safe  load  in  pounds. 

Example: — Requirea  the  safe  load  for  a hollow  round  cast  iron  column  16  feet 
long,  10  inches  external  diameter  with  metal  1 inch  thick  with  safety  factor  of 

eight.  The  ratio  of  in  this  case  is  77,  = 1.6  and  the  corresponding  ultimate 
d 10 

strength  from  the  tables  is  54  766  pounds  per  square  inch. 

From  the  table  of  areas  of  circles  it  is  found  that  the  net  area  of  the  column  is 

eA  Ky  00  o 

28.3  square  inches.  The  safe  load  is,  therefore, ^ ^ = 193  735  pounds 

O 

or  approximately  97  net  tons,  which  is  the  required  result. 


CAMBKIA  STEEL.  269 


EXPLANATIONS  OF  TABLES  OF  SAFE  LOADS  FOR  BEAM  BOX-GIRDERS  AND 
PLATE  GIRDERS.  PAGES  270  TO  284  INCLUSIVE. 

For  cases  in  which  the  loads  to  be  carried  exceed  the  capacities  of  single  rolled 
beams  or  ordinary  beam  girders  composed  of  two  or  more  beams  with  the  usual 
bolts  and  separators,  it  is  necessary  to  use  built-up  sections. 

Beam  Box-Girders. — A useful  and  economical  section  of  this  kind  can  be  com- 
posed of  two  rolled  beams  with  plates  riveted  to  the  top  and  bottom  flanges,  making 
a beam  box-girder,  for  which  tables  of  safe  uniformly  distributed  loads  are  given 
on  pages  270  to  279  inclusive. 

The  safe  loads  given  in  the  tables  include  the  weights  of  the  beam  box-girders, 
and  are  figured  from  the  moment  of  inertia  or  the  section  modulus  after  making  the 
necessary  deductions  for  rivet  holes,  the  fibre  stress  used  in  the  calculations  being 
15  000  pounds  per  square  inch  of  net  section. 

Beam  box-girders  are  particularly  useful  for  supporting  wide  walls  and  in  other 
locations  up  to  the  limits  of  their  capacity,  but  they  should  not  be  placed  where  ex- 
posed to  moisture,  as  the  section  is  such  that  access  cannot  be  had  to  their  interior 
for  inspection  and  painting. 

Plate  Girders. — In  cases  where  the  widths  of  beam  box-girders  would  prohibit 
their  use,  and  for  loads  greater  than  their  capacities,  plate  girders  composed  of  plates 
and  angles  may  be  used. 

Tables  of  safe  loads  uniformly  distributed  for  plate  girders  from  24"  to  48"  deep 
are  given  on  pages  280  to  284  inclusive. 

The  loads  given  in  the  tables  include  the  weights  of  the  girders  and  are  calculated 
from  the  moment  of  inertia  or  the  section  modulus  after  making  a proper  deduction 
for  rivet  holes,  the  fibre  stress  used  in  the  calculation  being  15  000  pounds  per  square 
inch  of  net  section. 

Although  the  tables  do  not  show  the  stiffener  angles  for  plate  girders,  care  should 
be  taken  that  these  are  provided  in  all  cases  where  necessary  to  prevent  buckling  of 
the  web  due  to  the  shearing  action  therein.  The  stiffeners  should  be  made  of  angles 
riveted  to  the  web,  fitted  tightly  between  the  top  and  bottom  flange  angles,  and  they 
should  be  provided,  at  the  end  of  the  girders,  of  such  size  and  number  as  to  be 
capable  of  carrying  the  total  reaction  at  each  end  to  the  supports.  Stiffeners  should 
also  be  provided  at  intervals  along  the  girder,  spaced  at  suitable  distances  apart,  as 
determined  by  the  formula  and  explanations  on  pages  72  and  73. 

Care  should  also  be  taken  in  arranging  the  rivet  spacing  for  connecting  the  flange 
angles  to  the  web,  so  that  sufficient  rivets  are  provided  to  properly  transmit  the 
stresses  which  act  between  these  two  portions  of  the  construction.  This  will  require 
the  rivets  to  be  spaced  more  closely  at  the  ends  than  at  the  center,  and  the  exact 
spacing  at  any  point  along  the  girder  may  be  obtained  by  dividing  the  product  of 
the  distance  between  the  center  lines  of  the  rivet  holes  in  the  two  flanges  and  the 
resistance  of  one  rivet  by  the  total  vertical  shear  at  the  given  point,  thus  : 


S = the  total  vertical  shear,  in  pounds,  at  the  point  under  consideration, 
r = the  resistance  of  one  rivet,  i,  e.,  the  bearing  value  or  shearing  value,  whichever 
is  the  smaller,  expressed  in  pounds. 

h = the  depth  of  the  girder  between  the  upper  and  lower  center  lines  of  rivets, 
expressed  in  inches. 

p = pitch  of  rivets  in  the  flange  angles,  expressed  in  inches. 

The  formula  above  will  give  the  theoretical  rivet  spacing  at  any  point  in  the 
flanges  due  to  the  total  shear,  but  in  practice  the  pitch  for  various  portions  of  the 
length  should  be  stated  for  the  least  possible  number  of  spacing  panels  containing 
an  even  number  of  spaces,  the  pitch  in  each  of  which  should  preferably  be  expressed 
in  even  inches  or  even  inches  and  halves  or  quarters  of  an  inch,  and  the  usual  limits 
of  pitch  will  vary  from  23^"  to  6". 

The  rivet  spacing  should  also  conform  to  the  rules  given  on  page  298,  and  in 
cases  where  loads  are  applied  directly  to  the  flanges,  sufficient  rivets  must  be  pro- 
vided to  carry  these  in  addition  to  the  rivets  necessary  for  securing  the  web  and 
flanges  together  as  explained  above. 

It  should  also  be  noted  that  the  safe  loads  given  in  the  tables  are  based  on  the 
assumption  that  the  girder  is  supported  laterally,  otherwise  a proper  reduction  in 
the  allowable  safe  load  must  be  made,  as  explained  in  connection  with  beams  on 
pages  66  and  67. 

The  weights  of  beam  box-girders  and  plate  girders  in  the  tables  are  expressed  in 
pounds  per  lineal  foot,  including  the  rivets  necessary  to  secure  the  web  and  flanges 
together,  but  the  weights  do  not  include  any  allowance  for  brackets,  stiffeners,  con- 
nections or  other  details,  as  these  will  vary,  subject  to  the  conditions  of  each  case. 


270  CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  H"  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-10*'  I-Beams 
25  lbs.  per  foot 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


Feet. 

h 

A 

f 

i 

i 

1 

10 

90 

96 

102 

109 

115 

121 

127 

134 

140 

11 

82 

87 

93 

99 

104 

no 

116 

121 

127 

12 

75 

80 

85 

90 

96 

101 

106 

111 

117 

13 

69 

74 

79 

84 

88 

93 

98 

103 

108 

14 

64 

69 

73 

78 

82 

86 

91 

95 

100 

15 

60 

64 

68 

72 

77 

81 

85 

89 

93 

16 

56 

60 

64 

68 

72 

76 

80 

83 

87 

17 

53 

57 

60 

64 

68 

71 

75 

79 

82 

18 

50 

53 

57 

60 

64 

67 

71 

74 

78 

19 

47 

51 

54 

57 

60 

64 

67 

70 

74 

20 

45 

48 

51 

54 

57 

60 

64 

67 

70 

21 

43 

46 

49 

52 

55 

58 

61 

64 

67 

22 

41 

44 

47 

49 

52 

55 

58 

61 

64 

23 

39 

42 

45 

47 

50 

53 

55 

58 

61 

24 

38 

40 

43 

45 

48 

50 

53 

56 

58 

25 

36 

38 

41 

43 

46 

48 

51 

53 

56 

26 

35 

37 

39 

42 

44 

47 

49 

51 

54 

27 

33 

36 

38 

40 

43 

45 

47 

49 

52 

28 

32 

34 

37 

39 

41 

43 

45 

48 

50 

29 

31 

33 

35 

37 

40 

42 

44 

46 

48 

30 

30 

32 

34 

36 

38 

40 

42 

45 

47 

31 

29 

31 

33 

35 

37 

39 

41 

43 

45 

32 

28 

30 

32 

34 

36 

38 

40 

42 

44 

33 

27 

29 

31 

33 

35 

37 

39 

40 

42 

34 

26 

28 

30 

32 

34 

36 

37 

39 

41 

Weight  per 
Foot  in  Pounds. 

94.6 

99.8  1 

[ 104.8 

110.0 

115.0 

120.1 

125.2 

130.3 

135.4 

Section 

Modulus. 

90.1 

96.3 

102.4 

108.6 

114.8 

121.0 

127.2 

133.5 

139.8 

Coefficient  of 
Deflection. 


0.00000145 


0.00000118 


0.00000098 


For  safe  loads  below  the  heavy  lines,  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL.  271 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  W'  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-12"  I-Beams 
31.5  lbs.  per  foot. 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


ceariuga  lu 

Feet. 

i 

A 

f 

2. 

4 

13 

16 

i 

15 

16 

1 

10 

132 

141 

150 

159 

167 

176 

185 

194 

203 

11 

120 

128 

136 

144 

152 

160 

168 

177 

185 

12 

110 

117 

125 

132 

140 

147 

154 

162 

169 

13 

102 

108 

115 

122 

129 

136 

143 

149 

156 

14 

94 

101 

107 

113 

120 

126 

132 

139 

145 

15 

88 

94 

100 

106 

112 

118 

123 

129 

135 

16 

83 

88 

94 

99 

105 

110 

116 

121 

127 

17 

78 

83 

88 

93 

98 

104 

109 

114 

120 

18 

73 

78 

83 

88 

93 

98 

103 

108 

113 

19 

70 

74 

79 

83 

88 

93 

98 

102 

107 

20 

66 

70 

75 

79 

84 

88 

93 

97 

102 

21 

63 

67 

71 

76 

80 

84 

88 

92 

97 

22 

60 

64 

68 

72 

76 

80 

84 

88 

92 

23 

57 

61 

65 

69 

73 

77 

81 

84 

88 

24 

55 

59 

62 

66 

70 

73 

77, 

81 

85 

25 

53 

56 

60 

63 

67 

71 

74 

78 

81 

26 

51 

54 

58 

61 

64 

68 

71 

75 

78 

27 

49 

52 

55 

59 

62 

65 

69 

72 

75 

28 

47 

50 

53 

57 

60 

63 

66 

69 

73 

29 

46 

49 

52 

55 

58 

61 

64 

67 

70 

30 

44 

47 

50 

53 

56 

59 

62 

65 

68 

31 

43 

45 

48 

51 

54 

57 

60 

63 

66 

32 

41 

44 

47 

50 

52 

55 

58 

61 

64 

33 

40 

43 

45 

48 

51 

53 

56 

59 

62 

34 

39 

41 

44 

47 

49 

52 

54 

57 

6'0 

Weight  per 
Foot  in  Pounds. 

114.4 

120.4 

126.3 

132.3 

138.3 

144.2 

150.1 

156.1 

162.0 

Section 

Modulus. 

132.1 

140.9 

149.7 

158.5 

167.4 

176.3 

185.3 

194.2 

1 

203.2 

Coefficient  of 
Deflection. 


0.000000842 


0.000000688 


0.000000577 


For  safe  loads  below  the  heavy  lines,  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


272  CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 


Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  tI"  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


Distance  Center 

Thickness  of  Plates  in  Inches. 

to  Center  of 

For  Thicknesses  Greater  than  Use  Two  Plates. 

Bearings  in 
Feet. 

i 

A 

f 

4 

i 

« 

1 

10 

147 

155 

164 

173 

181 

190 

199 

208 

217 

11 

133 

141 

149 

157 

165 

173 

181 

189 

197 

12 

122 

129 

137 

144 

151 

158 

166 

173 

181 

IS 

113 

119 

126 

133 

140 

146 

153 

160 

167 

14 

105 

111 

117 

123 

130 

136 

142 

148 

155 

15 

98 

104 

109 

115 

121 

127 

133 

139 

144 

16 

92 

97 

102 

108 

113 

119 

124 

130 

135 

17 

86 

91 

96 

102 

107 

112 

117 

122 

127 

18 

81 

86 

91 

96 

101 

106 

111 

115 

120 

19 

77 

82 

86 

91 

95 

100 

105 

109 

114 

20 

73 

78 

82 

86 

91 

95 

99 

104 

108 

21 

70 

74 

78 

82 

86 

91 

95 

99 

103 

22 

67 

71 

75 

78 

82 

86 

90 

94 

99 

23 

64 

68 

71 

75 

79 

83 

87 

90 

94 

24 

61 

65 

68 

72 

76 

79 

83 

87 

90 

25 

59 

62 

66 

69 

73 

76 

80 

83 

87 

26 

56 

60 

63 

66 

70 

73 

77 

80 

83 

27 

54 

58 

61 

64 

67 

70 

74 

77 

80 

28 

52 

55 

59 

62 

65 

68 

71 

74 

77 

29 

51 

54 

57 

60 

63 

66 

69 

72 

75 

30 

49 

52 

55 

58 

60 

63 

66 

69 

72 

31 

47 

50 

53 

56 

59 

61 

64 

67 

70 

32 

46 

49 

51 

54 

57 

59 

62 

65 

68 

33 

44 

47 

50 

52 

55 

58 

60 

63 

66 

34 

43 

46 

48 

51 

53 

56 

59 

61 

64 

Weight  per 
Foot  in  Pounds. 

131.4 

137.4 

143.3 

149.3 

155.3 

161.2 

167.1 

173.1 

179.0 

Section 

Modulus. 

146.6 

155.3 

163.9 

172.7 

181.4 

190.2 

199.0 

207.8 

216.7 

Coefficient  of 
Deflection. 

0.000000763 

0.000000635 

0.000000539 

For  safe  loads  below  the  heavy  lines,  the  deflections  will  be  greater  than  the 
allowable  limit  for  plastered  ceilings  = span. 


CAMBRIA  STEEL. 


273 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-Plates 
14"  Wide. 


4 


2-15"  I-Beams 
42  lbs.  per  foot. 


% 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


ouanugs  m 

Feet. 

f 

f 

13. 

16 

i 

15 

16 

1 

H 

lA 

li 

10 

212 

223 

234 

245 

256 

267 

278 

289 

300 

312 

323 

11 

193 

203 

213 

223 

233 

243 

253 

263 

273 

283 

293 

12 

177 

186 

195 

204 

213 

223 

232 

241 

250 

260 

269 

13 

163 

172 

180 

188 

197 

205 

214 

223 

231 

240 

248 

14 

151 

159 

167 

175 

183 

191 

199 

207 

215 

223 

231 

15 

141 

149 

156 

163 

171 

178 

185 

193 

200 

208 

215 

16 

133 

139 

146 

153 

160 

167 

174 

181 

188 

195 

202 

17 

125 

131 

138 

144 

151 

157 

164 

170 

177 

183 

190 

18 

118 

124 

130 

136 

142 

148 

155 

161 

167 

173 

179 

19 

112 

117 

123 

129 

135 

141 

146 

152 

158 

164 

170 

20 

106 

112 

117 

122 

128 

134 

139 

145 

150 

156 

161 

21 

101 

106 

111 

117 

122 

127 

132 

138 

143 

148 

154 

22 

96 

101 

106 

111 

116 

121 

126 

131 

137 

142 

147 

23 

92 

97 

102 

107 

111 

116 

121 

126 

131 

135 

140 

24 

88 

93 

98 

102 

107 

111 

116 

121 

125 

130 

135 

25 

85 

89 

94 

98 

102 

107 

111 

116 

120 

125 

129 

26 

82 

86 

90 

94 

98 

• 103 

107 

111 

116 

120 

124 

27 

79 

83 

87 

91 

95 

99 

103 

107 

111 

115 

120 

28 

76 

80 

84 

88 

91 

95 

99 

103 

107 

111 

115 

29 

73 

77 

81 

84 

88 

92 

96 

100 

104 

107 

111 

30 

71 

74 

78 

82 

85 

89 

93 

96 

100 

104 

108 

31 

68 

72 

75 

79 

83 

86 

90 

93 

97 

101 

104 

32 

66 

70 

73 

77 

80 

83 

87 

90 

94 

97 

101 

33 

64 

68 

71 

74 

78 

81 

84 

88 

91 

94 

98 

34 

62 

66 

69 

72 

75 

79 

82 

85 

88 

92 

95 

Weight  per 
Foot  in  Pounds, 

147.3 

153.3 

159.3 

165.2 

171.1 

177.1 

183.0 

189.0 

194.9 

200.9 

206.8 

Section 

Modulus. 

212.1 

223.0 

1 234.0 

245.0 

256.0 

267.1 

278.2 

289.3 

300.5 

311.6 

322.8 

Coefficient  of 
Deflection. 

0.000000426 

0.000000362 

0.000000314 

0.000000281 

274 


CAMBRIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-15'^  I-Beams 
60  lbs.  per  foot. 


•1054'-^ 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


Feet. 

f 

f 

if 

i 

if 

1 

lA 

n 

lA 

Ij 

10 

259 

271 

282 

294 

306 

318 

329 

341 

353 

365 

377 

11 

236 

246 

257 

267 

278 

289 

299 

310 

321 

332 

342 

12 

216 

226 

235 

245 

255 

265 

274 

284 

294 

304 

314 

13 

199 

208 

217 

226 

235 

244 

253 

262 

272 

281 

290 

14 

185 

193 

202 

210 

218 

227 

235 

244 

252 

261 

269 

16 

173 

181 

188 

196 

204 

212 

220 

227 

235 

243 

251 

16 

162 

169 

177 

184 

191 

198 

206 

213 

221 

228 

235 

17 

152 

159 

166 

173 

180 

187 

194 

201 

208 

215 

222 

18 

144 

150 

157 

163 

170 

176 

183 

190 

196 

203 

209 

19 

136 

143 

149 

155 

161 

167 

173 

180 

186 

192 

198 

20 

130 

135 

141 

147 

153 

159 

165 

171 

176 

182 

188 

21 

123 

129 

134 

140 

146 

151 

157 

162 

168 

174 

179 

22 

118 

123 

128 

134 

139 

144 

150 

155 

160 

166 

171 

23 

113 

118 

123 

128 

133 

138 

143 

148 

153 

159 

164 

24 

108 

113 

118 

123 

127 

132 

137 

142 

147 

152 

157 

25 

104 

108 

113 

118 

122 

127 

132 

136 

141 

146 

151 

26 

100 

104 

109 

113 

118 

122 

127 

131 

136 

140 

145 

27 

96 

100 

105 

109 

113 

118 

122 

126 

131 

135 

140 

28 

93 

97 

101 

105 

109 

113 

118 

122 

126 

130 

135 

29 

89 

93 

97 

101 

105 

109 

114 

118 

122 

126 

130 

30 

86 

90 

94 

98 

102 

106 

110 

114 

118 

122 

126 

31 

84 

87 

91 

95 

99 

102 

106 

110 

114 

118 

122 

32 

81 

85 

88 

92 

96 

99 

103 

107 

110 

114 

118 

33 

79 

82 

86 

89 

93 

96 

100 

103 

107 

111 

114 

34 

76 

80 

83 

87 

90 

93 

97 

100 

104 

107 

111 

Weight  per 
Foot  in  Pounds. 

187.6 

194.0 

200.4 

206.7 

213.1 

219.5 

225.8 

232.2 

238.6 

245.0 

251.4 

Section 

Modulus 

259.2 

270.8 

282.4 

294.1 

305.8 

317.5 

329.3 

341.1 

353.0 

364.9 

376.8 

Coefficient  of 
Deflection. 

0.000000350 

0.000000303 

I 0.000000266 

0.000000240 

CAMBBIA  STEEL. 


276 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch; 
with  xi"  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-16"  I-Beams 
80  lbs.  per  foot. 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thickhessas  Greater  than  Use  Two  Plates. 


Feet. 

1 

a 

i 

a 

i 

a 

1 

1* 

n 

1 3 

J-tg 

n 

10 

300 

311 

322 

334 

345 

357 

368 

380 

391 

403 

414 

11 

272 

283 

293 

303 

314 

324 

335 

345 

356 

366 

377 

12 

250 

259 

269 

278 

288 

297 

307 

316 

326 

336 

345 

13 

231 

239 

248 

257 

265 

274 

283 

292 

301 

310 

319 

14 

214 

222 

230 

238 

247 

255 

263 

271 

279 

288 

296 

15 

200 

207 

215 

222 

230 

238 

245 

253 

261 

269 

276 

16 

187 

194 

201 

209 

216 

223 

230 

237 

244 

252 

259 

17 

176 

183 

190 

196 

203 

210 

217 

223 

230 

237 

244 

18 

167 

173 

179 

185 

192 

198 

204 

211 

217 

224 

230 

19 

158 

164 

170 

176 

182 

188 

194 

200 

206 

212 

218 

20 

150 

156 

161 

167 

173 

178 

184 

190 

196 

201 

207 

21 

143 

148 

154 

159 

164 

170 

175 

181 

186 

192 

197 

22 

136 

141 

147 

152 

157 

162 

167 

173 

178 

183 

188 

28 

130 

135 

140 

145 

150 

155 

160 

165 

170 

173 

180 

24 

125 

130 

134 

139 

144 

149 

153 

158 

163 

168 

173 

25 

120 

124 

129 

133 

138 

143 

147 

152 

156 

161 

166 

26 

115 

120 

124 

128 

133 

137 

142 

146 

150 

155 

159 

27 

111 

115 

119 

124 

128 

132 

136 

141 

145 

149 

153 

28 

107 

111 

115 

119 

123 

127 

131 

136 

140 

144 

148 

29 

103 

107 

111 

115 

119 

123 

127 

131 

135 

139 

143 

30 

100 

104 

107 

111 

115 

119 

123 

127 

130 

134 

138 

31 

97 

100 

104 

108 

111 

115 

119 

122 

126 

130 

134 

82 

94 

97 

101 

104 

108 

111 

115 

119 

122 

126 

130 

33 

91 

94 

98 

101 

105 

108 

112 

115 

119 

122 

126 

34 

88 

91 

95 

98 

102 

105 

108 

112 

115 

118 

122 

Weight  per 
Foot  in  Pounds. 

227.6 

234.0 

240.4 

246.7 

253.1 

259.5 

265.8 

272.2 

278.6 

285.0 

291.4 

Section 

Modulus. 

299.7 

311.0 

322.4 

333.7 

345.1 

356.6 

368.1 

379.6 

391.2 

402.8 

414.4 

Coefficient  of 
Deflection. 

0.000000305 

0.000000269 

0.000000239 

0.000000218 

276 


CAMBKIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  if"  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


2-18'^  I-Beams 
55  lbs.  per  foot. 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


hearings  m 

Feet. 

i 

1 

ij 

lA 

u 

lA 

If 

15 

227 

237 

247 

258 

268 

278 

289 

299 

309 

320 

330 

16 

213 

222 

232 

242 

251 

261 

271 

280 

290 

300 

310 

17 

200 

209 

218 

227 

237 

246 

255 

264 

273 

282 

291 

18 

189 

198 

206 

215 

223 

232 

241 

249 

258 

267 

275 

19 

179 

187 

195 

203 

212 

220 

228 

236 

244 

253 

261 

20 

170 

178 

186 

193 

201 

209 

217 

224 

232 

240 

248 

21 

162 

169 

177 

184 

191 

199 

206 

214 

221 

228 

236 

22 

155 

162 

169 

176 

183 

190 

197 

204 

211 

218 

225 

23 

148 

155 

161 

168 

175 

182 

188 

195 

202 

209 

215 

24 

142 

148 

155 

161 

168 

174 

180 

187 

193 

200 

206 

25 

136 

142 

148 

155 

161 

167 

173 

179 

186 

192 

198 

26 

131 

137 

143 

149 

155 

161 

167 

173 

179 

185 

191 

27 

126 

132 

137 

143 

149 

155 

160 

166 

172 

178 

183 

28 

122 

127 

133 

138 

144 

149 

155 

160 

166 

171 

177 

29 

117 

123 

128 

133 

139 

144 

149 

155 

160 

165 

171 

80 

113 

119 

124 

129 

134 

139 

144 

150 

155 

160 

165 

31 

110 

115 

120 

125 

130 

135 

140 

145 

150 

155 

160 

32 

106 

111 

116 

121 

126 

130 

135 

140 

145 

150 

155 

33 

103 

108 

112 

117 

122 

127 

131 

136 

141 

145 

150 

84 

100 

105 

109 

114 

118 

123 

127 

132 

137 

141 

146 

35 

97 

102 

106 

110 

115 

119 

124 

128 

133 

137 

142 

36 

95 

99 

103 

107 

112 

116 

120 

125 

129 

133 

138 

87 

92 

96 

100 

104 

109 

113 

117 

121 

125 

130 

134 

38 

90 

94 

98 

102 

106 

110 

114 

118 

122 

126 

130 

39 

87 

91 

95 

99 

103 

107 

111 

115 

119 

123 

127 

Weight  per 
Foot  in  Pounds. 

195.5 

202.2 

209.0 

215.8 

222.6 

229.4 

236.2 

243.1 

249.8 

256.7 

263.4 

Section 

Modulus. 

340.5 

355.8 

371.2 

386.6 

402.1 

417.5 

433.0 

448.6 

464.2 

479.8 

495.4 

Coefficient  of 
Deflection. 

0.000000223 

0.000000193 

0.000000170 

0.000000154 

CAMBRIA  STEEL. 


277 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


VllM 


Distance  Center 
to  Center  of 


Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 


riearings  m 

lA 

Feet. 

i 

a 

i 

15. 

16 

1 

1* 

li 

lA 

li 

If 

15 

275 

286 

297 

308 

320 

331 

343 

354 

365 

377 

388 

16 

257 

268 

279 

289 

300 

310 

321 

332 

343 

350 

364 

17 

242 

252 

262 

272 

282 

292 

302 

312 

322 

333 

343 

18 

229 

238 

248 

257 

266 

276 

285 

295 

305 

314 

324 

19 

217 

226 

235 

244 

252 

261 

270 

280 

288 

298 

307 

20 

206 

214 

223 

231 

240 

248 

257 

266 

274 

283 

291 

21 

196 

204 

212 

220 

228 

237 

245 

253 

261 

269 

277 

22 

187 

195 

203 

210 

218 

226 

234 

241 

249 

257 

265 

23 

179 

186 

194 

201 

209 

216 

223 

231 

238 

246 

253 

24 

172 

179 

186 

193 

200 

207 

214 

221 

228 

236 

243 

25 

165 

171 

178 

185 

192 

199 

206 

212 

219 

226 

233 

26 

158 

165 

171 

178 

184 

191 

198 

204 

211 

217 

224 

27 

153 

159 

165 

171 

178 

184 

190 

197 

203 

209 

216 

28 

147 

153 

159 

165 

171 

177 

184 

190 

196 

202 

208 

29 

142 

148 

154 

160 

165 

171 

177 

183 

189 

195 

201 

30 

137 

143 

149 

154 

160 

166 

171 

177 

183 

188 

104 

31 

133 

138 

144 

149 

155 

160 

166 

171 

177 

182 

188 

32 

129 

134 

139 

145 

150 

155 

161 

166 

171 

177 

182 

33 

125 

130 

135 

140 

145 

151 

156 

161 

166 

171 

177 

34 

121 

126 

131 

136 

141 

146 

151 

156 

161 

166 

171 

35 

118 

122 

127 

132 

137 

142 

147 

152 

157 

162 

166 

36 

114 

119 

124 

129 

133 

138 

143 

148 

152 

157 

162 

37 

111 

116 

120 

125 

130 

134 

139 

144 

148 

153 

157 

38 

108 

113 

117 

122 

126 

131 

135 

140 

144 

149 

153 

39 

106 

no 

114 

119 

123 

127 

132 

136 

141 

145 

149 

Weight  per 
Foot  in  Pounds. 

215.5 

222.2 

229.0 

235.8 

242.6 

249.4 

256.2 

263.1 

269.8 

276.7 

283.4 

Section 

Modulus. 

411.8 

428.7 

445.7 

462.7 

479.7 

496.7 

513.8 

531.2 

548.1 

565.3 

582.5 

Coefficient  of 
Deflection. 

1 0.000000168 

0.000000147 

0.000000131 

0.000000119 

278 


CAMBBIA  STEEL. 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS. 

Safe  loads  below  are  figured  for  fibre  stress  of  15000  pounds  per  square  inch, 
with  H''  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


^-Plates 
16'  Wide. 


2-20'  I-Beams 
80  lbs.  per  foot. 


Distance  Center 
to  Center  of 
Bearings  in 
Feet. 

Thickness  of  Plates  in  Inches. 

For  Thicknesses  Greater  than  Use  Two  Plates. 

i 

a 

i 

a 

1 

li 

H 

lA 

If 

15 

309 

320 

331 

343 

354 

365 

376 

387 

399 

410 

421 

16 

290 

300 

311 

321 

332 

342 

353 

363 

374 

384 

395 

17 

273 

283 

292 

302 

312 

322 

332 

342 

352 

362 

372 

18 

258 

267 

276 

285 

295 

304 

313 

323 

332 

342 

351 

19 

244 

253 

262 

2/0 

279 

288 

297 

306 

315 

324 

332 

20 

232 

240 

249 

257 

265 

274 

282 

291 

299 

307 

316 

21 

221 

229 

237 

245 

253 

261 

269 

277 

285 

293 

301 

22 

211 

218 

226 

234 

241 

249 

256 

264 

272 

279 

287 

23 

202 

209 

216 

223 

231 

238 

245 

253 

260 

267 

275 

24 

193 

200 

207 

214 

221 

228 

235 

243 

249 

256 

263 

25 

186 

192 

199 

206 

212 

219 

226 

232 

239 

246 

253 

26 

178 

185 

191 

198 

204 

211 

217 

224 

230 

236 

243 

27 

172 

178 

184 

190 

196 

203 

209 

215 

221 

228 

234 

28 

166 

172 

178 

184 

189 

195 

201 

208 

214 

220 

226 

29 

160 

166 

171 

177 

183 

189 

195 

200 

206 

212 

218 

30 

1.55 

160 

166 

171 

177 

182 

188 

194 

199 

205 

211 

31 

150 

155 

160 

166 

171 

177 

182 

187 

193 

198 

204 

32 

145 

150 

155 

161 

166 

171 

176 

182 

187 

192 

197 

33 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

191 

34 

136 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

35 

1.33 

137 

142 

147 

152 

156 

161 

166 

171 

176 

180 

36 

129 

133 

138 

143 

147 

152 

157 

161 

166 

171 

175 

37 

125 

130 

134 

139 

143 

148 

152 

157 

162 

166 

171 

38 

122 

126 

131 

135 

140 

144 

148 

153 

157 

162 

166 

39 

119 

123 

127 

132 

136 

140 

145 

149 

153 

158 

162 

Weight  per 
Foot  in  Pounds. 

245.5 

i 

252.2 

259.0 

265.8 

1 

272.6 

! 1 

279.4 

1 

286.2 

1 1 

293.1 

1 

' 299.8 

1 

306.7 

1 

313.^ 

Section 

Modulus. 

463.8 

480;4!  497.1 

1 

1 

: 513.8 

1 

530.6 

1 1 

547.3 

1 

564.1 

i 1 

1 

581.8 

1 

' 597.8 

t 

1 

614.7 

1 

^ 631.: 

I 

Cwfficiratof  0.000000149  I 0.000000133  0.000000119 

Deflection. 


0.900000110 


CAMBRIA  STEEL.  279 


SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
UNIFORMLY  DISTRIBUTED  FOR 
BEAM  BOX  GIRDERS, 


Safe  loads  below  are  figured  for  fibre  stress  of  15  000  pounds  per  square  inch, 
with  rivet  holes  in  both  flanges  deducted,  and  include  weight  of  girder. 


280  CAMBRIA  STEEL. 


SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
PLATE  GIRDERS  IN  THOUSANDS  OF 
POUNDS. 

The  safe  loads  below  include  the  weight  of  the  girder  and  are  calculated  for  a 
fibre  stress  of  15  000  pounds  per  square  inch  on  the  net  section.  The  net  section 
is  obtained  by  deducting  holes  figured  at  % of  an  inch  in  diameter  (for  rivets) 
from  both  flanges. 


r-" 

Web  Plate 

Flange  Angles 

Web  Plate 

Flange  Angles 

X Vi'' 

5^  X 3^^ 

27"  X Vs" 

5" 

xsy2" 

Distance 

Thickness  of  Flange 

Thickness  of  Flange 

Center  to 

Angles  in  Inches. 

Angles  in  Inches. 

Center  of 

Bearings 

3 

1 

3 

3 

1 

5 

3 

in  Feet. 

8 

2 

i 

4 

8 

2 

4 

25 

59 

74 

87 

69 

85 

101 

26 

57 

71 

84 

67 

82 

97 

27 

55 

68 

81 

92 

64 

79 

93 

28 

53 

66 

78 

89 

62 

76 

90 

103 

29 

51 

63 

75 

86 

60 

74 

87 

99 

30 

50 

61 

73 

83 

58 

71 

84 

96 

31 

48 

59 

70 

80 

56 

69 

81 

93 

32 

46 

57 

68 

78 

54 

67 

79 

90 

33 

45 

56 

66 

75 

53 

65 

76 

87 

34 

44 

54 

64 

73 

51 

63 

74 

85 

36 

42 

53 

62 

71 

50 

61 

72 

82 

36 

41 

51 

60 

69 

48 

59 

70 

80 

37 

40 

50 

59 

67 

47 

58 

68 

78 

38 

39 

48 

57 

66 

46 

56 

66 

76 

39 

38 

47 

56 

64 

44 

55 

65 

74 

40 

37 

46 

54 

62 

43 

53 

63 

72 

41 

36 

45 

53 

61 

42 

52 

61 

70 

42 

35 

44 

52 

59 

41 

51 

60 

69 

43 

35 

43 

51 

58 

40 

50 

59 

67 

44 

34 

42 

49 

57 

39 

49 

57 

65 

45 

33 

41 

48 

55 

39 

47 

56 

64 

46 

32 

40 

47 

54 

38 

46 

55 

63 

47 

32 

39 

46 

53 

37 

45 

• 54 

61 

48 

31 

38 

45 

52 

36 

44 

53 

60 

49 

30 

38 

44 

51 

35 

44 

51 

59 

60 

30 

37 

44 

50 

35 

43 

50 

58 

51 

29 

36 

43 

49 

34 

42 

49 

57 

52 

29 

35 

42 

48 

33 

41 

48 

55 

53 

28 

35 

41 

47 

33 

40 

48 

54 

54 

28 

34 

40 

46 

32 

40 

47 

53 

Weight  per 

Foot  in 

74.1 

86.9 

99.7 

111.7 

j 78 

90.8 

103.6 

115.6 

Pounds, 

CAMBRIA  STEEL.  281 


SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
PLATE  GIRDERS  IN  THOUSANDS  OF 
POUNDS. 

The  safe  loads  below  include  the  weight  of  the  girder  and  are  calculated  for  a 
fibre  stress  of  15  000  pounds  per  square  inch  on  the  net  section.  The  net  section 
is  obtained  by  deducting  holes  figured  at  % of  an  inch  in  diameter  (for  rivets) 
from  both  flanges. 


Web  Plate 

Flange  Angles 

Web  Plate 

Flange  Angles 

. 30" 

6"  X 3H 

n 

33"  X 

6"  X 334" 

Distance 

Thickness  of  Flange 

Thickness  of  Flange 

Center  to 

Angles  in  Inches. 

Angles  in  Inches. 

Center  of 

Bearings 

3 

1 

3 

3 

1 

5 

3 

in  Feet. 

8 

2 

8 

4 

8 

2 

8 

’ ( 

30 

74 

91 

108 

83 

103 

122 

4 

31 

71 

88 

105 

81 

100 

118 

32 

69 

86 

101 

116 

78 

97 

114 

^ jsi 

33 

67 

83 

98 

113 

76 

94 

111 , ’ 

- 127 

34 

65 

81 

95 

109 

74 

91 

^ 123 

35 

63 

78 

93 

106 

72 

88 

119 

36 

61 

76 

90 

103 

70 

86 

TOl 

116 

37 

60 

74 

88 

101 

68 

84 

9.9 

113 

38 

58 

72 

85 

98 

66 

81 

m 

110 

39 

57 

70 

83 

95 

64 

79 

94 

107 

40 

55 

69 

81 

93 

63 

77 

91 

104 

41 

54 

67 

79 

91 

61 

75 

89 

102 

42 

53 

65 

77 

89 

60 

74 

87 

99 

43 

51 

64 

75 

86 

58 

72 

85 

97 

44 

50 

62 

74 

85 

57 

70 

83 

95 

45 

49 

61 

72 

83 

56 

69 

81 

93 

46 

48 

60 

71 

81 

54 

67 

79 

91 

47 

47 

58 

69 

79 

53 

66 

78 

89 

48 

46 

57 

68 

77 

52 

64 

76 

87 

49 

45 

56 

66 

76 

51 

63 

75 

85 

50 

44 

55 

65 

74 

50 

62 

73 

84 

51 

43 

54 

64 

73 

49 

61 

72 

82 

52 

43 

53 

62 

72 

48 

59 

70 

80 

53 

42 

52 

61 

70 

47 

58 

69 

79 

54 

41 

51 

60 

69 

46 

57 

68 

77 

55 

40 

50 

59 

68 

46 

56 

66 

76 

56 

39 

49 

58 

66 

45 

55 

65 

75 

57 

39 

48 

57 

65 

44 

54 

64 

73 

58 

38 

47 

56 

64 

43 

53 

63 

72 

59 

37 

46 

55 

63 

42 

52 

62 

71 

Weight  per 

Foot  in 

87.0 

101.4 

115.8 

129.8 

90.8 

105.2 

119.6 

133.6 

Pounds. 

282  CAMBRIA  STEEL. 


SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
PLATE  GIRDERS  IN  THOUSANDS  OF 
♦ POUNDS. 

The  safe  loads  below  include  the  weight  of  the  girder  and  are  calculated  for 
a fibre  stress  of  15,000  pounds  per  square  inch  on  the  net  section.  The  net 
section  is  obtained  by  deducting  holes  figured  at  % of  an  inch  in  diameter 
(for  rivets)  from  both  flanges. 


Web  Plate  36"  X 
Flange  Angles  6"  X 6" 


TF 


Web  Plate  36"  X W 
Flange  Angles  6"  X 6"  X M" 


J\K 


Flange  Plates  14" 


Distance  Center 

Thickness  of  Flange 

Thickness  of  Flange 

to  Center  of 

Angles  in  Inches. 

Plate  in  Inches. 

Bearings  in 

Feet. 

f 

i 

f 

i 

i 

1 

f 

i 

1 

30 

108 

134 

159 

183 

238 

255 

31 

104 

130 

154 

177 

230 

247 

264 

32 

101 

125 

149 

171 

223 

239 

256 

33 

98 

122 

144 

166 

216 

232 

248 

264 

34 

95 

118 

140 

161 

210 

225 

241 

256 

35 

92 

115 

136 

157 

204 

219 

234 

249 

264 

36 

90 

112 

132 

152 

198 

213 

227 

242 

257 

37 

87 

109 

129 

148 

193 

207 

221 

235 

250 

38 

85 

106 

125 

144 

188 

201 

215 

229 

243 

39 

83 

103 

122 

141 

183 

196 

210 

223 

237 

40 

81 

100 

119 

137 

178 

191 

205 

218 

231 

41 

79 

98 

116 

134 

174 

187 

200 

213 

225 

42 

77 

96 

113 

131 

170 

182 

195 

207 

220 

43 

75 

93 

111 

128 

166 

178 

190 

203 

215 

44 

74 

91 

108 

125 

162 

174 

186 

198 

210 

45 

72 

89 

106 

122 

158 

170 

182 

194 

205 

46 

70 

87 

104 

119 

155 

166 

178 

189 

201 

47 

69 

85 

101 

117 

152 

163 

174 

185 

197 

48 

67 

84 

99 

114 

149 

160 

171 

182 

193 

49 

66 

82 

97 

112 

146 

156 

167 

178 

189 

50 

65 

80 

95 

lie 

143 

153 

164 

174 

185 

51 

63 

79 

93 

108 

140 

150 

160 

171 

181 

52 

62 

77 

92 

106 

137 

147 

157 

168 

178 

53 

61 

76 

90 

104 

135 

144 

154 

164 

174 

54 

60 

74 

88 

102 

132 

142 

152 

161 

171 

55 

59 

73 

87 

100 

130 

139 

149 

158 

168 

56 

58 

72 

85 

98 

127 

137 

146 

156 

165 

57 

57 

70 

84 

96 

125 

134 

144 

153 

162 

58 

56 

69 

82 

95 

123 

132 

141 

150 

159 

59 

55 

68 

81 

93 

121 

130 

139 

148 

157 

Weight  per 

Foot  in 
Pounds. 

107.5 

126.3 

144.7 

162.7 

214.1 

226 

2379 

249.8 

261.7 

Note. — ^When  Flange  plates  are  thicker  than  use  two  plates. 


CAMBRIA  STEEL. 


288 


SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
PLATE  GIRDERS  IN  THOUSANDS  OF 
POUNDS. 

The  safe  loads  below  include  the  weight  of  the  girder  and  are  calculated  for 
a fibre  stress  of  15  000  pounds  per  square  inch  on  the  net  section.  The  net 
section  is  obtained  by  deducting  holes  figured  at  one  inch  in  diameter  (for 
rivets)  from  both  flanges. 


Web  Plate  42"  X W 
Flange  Angles  6"  X 6" 


IT 

Jl 


jL. 


Web  Plate  42"  X 
Flange  Angles  6"  X 6"  X 
Flange  Plates  14" 


Distance  Center 
to  Center  of 


Thickness  of 
Flange  Angles 
in  Inches. 


Thickness  of  Flange  Plate 
in  Inches. 


Feet. 

4 

t 

1 

i 

f 

3 

4 

i 

1 

li 

35 

139 

164 

189 

240 

257 

275 

292 

309 

36 

135 

160 

184 

234 

250 

267 

284 

301 

87 

131 

155 

179 

227 

244 

260 

276 

293 

38 

128 

151 

174 

221 

237 

253 

269 

285 

89 

125 

148 

169 

216 

231 

247 

260 

278 

309 

40 

122 

144 

165 

210 

225 

240 

256 

271 

301 

41 

119 

140 

161 

205 

220 

235 

249 

264 

294 

42 

116 

137 

157 

200 

215 

229 

243 

258 

287 

43 

113 

134 

154 

195 

210 

224 

238 

252 

280 

44 

111 

131 

150 

191 

205 

219 

232 

246 

274 

45 

108 

128 

147 

187 

200 

214 

227 

241 

268 

46 

106 

125 

144 

183 

196 

209 

222 

235 

262 

47 

103 

122 

141 

179 

192 

205 

217 

230 

256 

48 

101 

120 

138 

175 

188 

200 

213 

226 

251 

49 

99 

117 

135 

172 

184 

196 

209 

221 

246 

50 

97 

115 

132 

168 

180 

192 

204 

217 

241 

51 

95 

113 

130 

165 

177 

189 

200 

212 

236 

52 

94 

111 

127 

162 

173 

185 

197 

208 

232 

53 

92 

109 

125 

159 

170 

181 

193 

204 

227 

54 

90  . 

107 

122 

156 

167 

178 

189 

201 

223 

55 

88 

105 

120 

153 

164 

175 

186 

197 

219 

56 

87 

103 

118 

150 

161 

172 

183 

193 

215 

57 

85 

101 

116 

147 

158 

169 

179 

190 

211 

58 

84 

99 

114 

145 

155 

166 

176 

187 

208 

59 

82 

98 

112 

142 

153 

163 

173 

184 

204 

60 

81 

96 

110 

140 

150 

160 

170 

180 

201 

61 

80 

94 

108 

138 

148 

158 

168 

178 

197 

62 

78 

93 

107 

136 

145 

155 

165 

175 

194 

63 

77 

91 

105 

133 

143 

153 

162 

172 

191 

64 

76 

90 

103 

131 

141 

150 

160 

169 

188 

Weight  per 

Foot  in 
Pounds. 

134.9 

153.3 

171.3 

224.7 

236.6 

248.5 

260.4 

272.3 

296.1 

Note. — ^When  Flange  plates  are  thicker  than  M".  use  two  plates. 


284 


CAMBRIA  STEEL. 


SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
PLATE  GIRDERS  IN  THOUSANDS  OF 
POUNDS. 

The  safe  loads  below  include  the  weight  of  the  girder  and  are  calculated  for 
a fibre  stress  of  15  000  pounds  per  square  inch  on  the  net  section.  The  net 
section  is  obtained  by  deducting  holes  figured  at  one  inch  in  diameter  (for 
rivets)  from  both  flanges. 


Web  Plate  48"  X 
Flange  Angles  6"  X 6" 


JL 


k 


Web  Plate  48"  X 
Flange  Angles  6"  X 6"  X 
Flange  Plates  14" 


Distance  Center 
to  Center  of 


Thickness  of 
Flange  Angles 
in  Inches. 


Thickness  of  Flange  Plate 
in  Inches. 


Feet. 

f 

f 

i 

i 

i 

i 

1 

Ik 

35 

166 

195 

224 

283 

303 

322 

342 

362 

36 

161 

190 

218 

275 

294 

313 

333 

352 

37 

157 

185 

212 

267 

286 

305 

324 

342 

38 

153 

180 

206 

260 

279 

297 

315 

333 

39 

149 

175 

201 

254 

272 

289 

307 

325 

361 

40 

145 

171 

196 

247 

265 

282 

299 

317 

352 

41 

141 

167 

191 

241 

258 

275 

292 

309 

343 

42 

138 

163 

187 

236 

252 

269 

285 

302 

335 

43 

135 

159 

182 

230 

246 

263 

279 

295 

327 

44 

132 

155 

178 

225 

241 

256 

272 

288 

320 

45 

129 

152 

174 

220 

235 

251 

266 

282 

312 

46 

126 

149 

170 

215 

230 

245 

260 

275 

306 

47 

123 

145 

167 

211 

225 

240 

255 

270 

299 

48 

121 

142 

163 

206 

221 

235 

249 

264 

293 

49 

118 

140 

160 

202 

216 

230 

244 

259 

287 

50 

116 

137 

157 

198 

212 

226 

240 

253 

281 

51 

114 

134 

154 

194 

208 

221 

235 

248 

276 

52 

112 

131 

151 

190 

204 

217 

230 

244 

270 

53 

109 

129 

148 

187 

200 

213 

226 

239 

265 

54 

107 

127 

145 

183 

196 

209 

222 

235 

260 

55 

105 

124 

142 

180 

193 

205 

218 

230 

256 

56 

104 

122 

140 

177 

189 

201 

214 

226 

251 

57 

102 

120 

137 

174 

186 

198 

210 

222 

247 

58 

100 

118 

135 

171 

183 

195 

206 

218 

242 

59 

98 

116 

133 

168 

179 

191 

203 

215 

238 

60 

97 

114 

131 

165 

176 

188 

200 

211 

234 

61 

95 

112 

128 

162 

174 

185 

196 

208 

231 

62 

94 

110 

126 

160 

171 

182 

193 

204 

227 

63 

92 

109 

124 

157 

168 

179 

190 

201 

223 

64 

91 

107 

122 

155 

165 

176 

187 

198 

220 

Weight  per 

303.7 

Foot  in 
Pounds. 

142.5 

160.9 

178.9 

232.3 

244.2 

256.2 

268 

279.9 

CAMBRIA  STEEL. 


285 


GRILLAGE  BEAMS  FOR  FOUNDATIONS. 

In  designing  foundations  for  walls  or  columns  carrying  heavy  loads  resting  upon 
the  soil,  it  is  necessary  to  distribute  the  weight  over  a suitable  area,  and  this  is 
readily  accomplished,  in  a small  depth,  by  using  a grillage  composed  of  steel  beams 
imbedded  in  concrete,  thus  obviating  the  necessity  of  large  masses  of  masonry  and 
deep  excavations.  For  heavy  loads  on  soil  of  small  bearing  power  three  tiers  of 
beams  may  be  necessary,  while  for  lighter  loads  and  soil  of  greater  bearing  power 
two  tiers  of  beams  will  ordinarily  suffice. 

The  grillage  beams  which  are  to  be  surrounded  by  concrete  should  be  spaced  not 
less  than  3"  apart  in  the  clear  between  the  flanges,  so  that  the  concrete  may  be  thor- 
oughly rammed  between  them,  and  gas-pipe,  or  standard  cast-iron  separators  should 
be  used  to  maintain  the  beams  in  proper  position. 

Knowing  the  total  weight  to  be  carried  and  the  allowable  intensity  of  loading  per 
square  foot  of  the  supporting  soil,  the  area  of  the  footing  required  can  be  readily 
found,  which,  taken  into  consideration  with  any  other  conditions  limiting  the  form  or 
proportions  of  the  footing,  will  determine  the  external  dimensions  of  the  foundation. 
The  beams  may  be  considered  as  subjected  to  a uniform  load  extending  over  a por- 
tion of  their  upper  surfaces,  the  center  of  which  is  at  the  center  of  length  of  the 
beams,  and  as  being  uniformly  supported  from  below  throughout  their  length. 

Under  these  circumstances,  the  maximum  bending  moment  will  occur  at  the 
center  of  the  beam  and,  using  the  notation  given  for  the  upper  tier  in  the  sketch 
below,  this  bending  moment  for  one  beam  will  be  as  follows  : 

W 

Bending  moment  in  inch  pounds  = — (c  — b) 

in  which  c and  b are  expressed  in  inches  and  W is  the  total  weight  in  pounds  on 
one  beam,  obtained  by  dividing  the  total  load  by  the  number  of  beams  composing 
the  tier  in  question. 

This  formula  for  the  bending  moment  is  the  same  as  that  for  a beam  of  the  length 
(c  — b)  supported  at  the  ends  and  uniformly  loaded  with  the  total  weight  W,  so 
that  the  proper  sizes  of  beams,  bending  considered,  may  be  obtained  directly  from 
the  tables  of  safe  loads  uniformly  distributed  for  Cambria  I-Beams,  on  pages  84  to  94 
inclusive,  or  for  cases  in  which  the  lengths  are  shorter  than  those  given  in  these 
tables,  the  sizes  may  be  calculated  from  the  coefficients  of  strength  or  the  section 
moduli  given  in  the  tables  of  properties  of  I-Beams,  pages  158  to  161  inclusive,  tak- 
ing care,  however,  to  use  as  the  length,  the  distance  (c  — b),  for  the  upper  tier,  and 
the  corresponding  figures  for  the  other  tiers. 

After  determinihg  the  size  of  beam  required  based  upon  bending,  as  stated  above, 
an  examination  should  also  be  made  of  the  capacity  of  the  beam  web  to  resist  buck- 
ling. This  may  be  done  by  considering  the  web  as  a column  of  height  equal  to  the 
clear  distance  between  the  fillets  and  calculating  the  safe  load  therefor  by  the  use  of 
the  tables  of  strength  for  steel  columns  or  struts,  on  pages  184  to  187,  using  the 
proper  safety  factor. 

If  the  beam  web  is  found  insufficient  as  a column  when  calculated  in  this  manner, 
a beam  with  a web  of  greater  thickness  should  be  tried  until  one  is  found  that  will 
meet  this  requirement  and  the  conditions  for  bending ; or  it  might  be  more  economi- 
cal, in  some  cases,  to  use  the  beam  with  the  thinner  web  and  provide  it  with  suffi- 
cient separators, fitting  between  the  beam  flanges,  or  stiffeners  secured  to  the  web  to 
assist  it  in  resisting  as  a column. 


k f^(d-  a)- 

I “ “ ° “I 

iiiiiiiiiiii 


286 


CAMBRIA  STEEL. 


ALLOWABLE  UNIT  STRESSES  AND  LOADS 
IN  ACCORDANCE  WITH 
THE  BUILDING  LAWS  OF  VARIOUS  CITIES. 


Allowable  Unit  Stresses  for  . 
Steel  and  Iron. 


REVISED  TO  1912. 

New  York.  | Chicago.  | Philadelphia.!  Boston. 


Compression:  Rolled  Steel  .... 

Rolled  Steel 

Cast  

Wrought  Iron 

Cast  **  (in  Short  Blocks)  . . 
Steel  Pins  and  Rivets  ( Bearing)  . . 
Wr’t  Iron  Pins  and  Rivets  (Bearing) 

Tension:  Rolled  Steel 

Rolled  Steel 

Cast  “ 

Wrought  Iron 

Cast  “ 

Extreme  Fibre  Stress— Bending : 

Rolled  Steel  Beams 

“ “ Pins,  Rivets  and  Bolts  . 

Riveted*'  Beams  (Net  Flange  Sec.) 
Rolled  Wr’t  Iron  Beams  ..... 

“ " *‘  Pins,  Rivets  & Bolts 

Riveted  ‘*  " Beams  (Net  Flange 

Section) 

Cast  Iron — Compression  Side  . . . 
“ " Tension  " ... 


16  000 
a 

16  000 
12  000 
16  000 
20  000 

15  000 

16  000 

16  000 
12  000 
3 000 

16  000 
20  000 

14  000 
12  000 

15  000 

12  000 

16  000 
3000 


Pounds  per  Square  Inch. 


14  000 

14  500t 

16  25011 

16  000 

10  000 

12  500 

10  000 

17  500 

20  000 

16  000 


14  500t 
16  25011 


16  000 
12  000 


18  000 

15  000 

16  000 
16  000 


16  000 
12  000 


12  500 


12  000 


16  000 
25  000 
16  000 
12  000 


16  000 
22  500 


12  000 
18  000 


12  000 
10  000 
3000 


3 750 


16  000 
3 000 


Compression  in  Flanges  of  Built 

Beams,  Steel 

Compression  in  Flanges  of  Built 

Beams,  Wrought  Iron 

Shear:  Steel  Web  Plates 9 000 

Steel  Web  Plates “ 

" Shop  Rivets  and  Pins 10  000 

44  44  44  44  44  U 


**  Field  " “ 

ft  it  it  it 

“ **  Bolts .*  .*.*.*  .* 

It  tt  tt 

Wrought  Iron  Web  Plates 

" " Shop  Rivets  and  Pins 

**  " Field  " 

" " " Bolts 

Cast  Iron 


8 000 
44 

7 000 

6 000 
7 500 
6 000 
5 500 
3 000 


10  000 

12  000 

10  000 
a 


8 750i 
10  0001 
8 750;: 
lOOOOj 
8 7501 
10  0001 
8 750t 
lOOOOj 
7 500 


2 000 


16  000 

12  000 

10^ 


8 000 
9 000 

44 


7 200 


Columns:  Mild  Steel 


Medium  Steel 
Wrought  Iron 
Cast  Iron  . . 


15  200-58^ 


14  000-80^ 


11  300-30; 


16  000-70. 


14  500 

16  000 

1+  ^ 

1+  ^ 

^13  500R2 
16  250 

^30000R2 

1+-^ 
^11  000R2 
12  500 

12  000 

1+  ^ 

‘ 15000D2 

11700 

1+  ^ 

‘ 20  000R2 

See  Section 
14  of  Boston 
Building 
Laws. 

1+  ^ 

‘ 400  D2 

L = Length  of  column  in  inches.  J Mild.  ||  Medium. 
R = Least  radius  of  gyration  in  inches. 


CAMBRIA  STEEL.  287 


ALLOWABLE  UNIT  STRESSES  AND  LOADS 
IN  ACCORDANCE  WITH 
THE  BUILDING  LAWS  OF  VARIOUS  CITIES. 


Live  Loads  for  Floors  in  Different  Classes 
of  Buildings,  Exclusive  of  the  Weight 
of  the  Materials  of  Construction. 

REVISED  TO  1912. 

New  York.  | Chicago.  | Philadelphia. 

1 Boston. 

Pounds  per  Square  Foot. 

Dwellings,  Apartment  Houses,  Hotels, 

Tenement  Houses  or  Lodging  Houses 

60 

50 

70 

50 

Office  Buildings — First  Floor  . .... 

150 

50 

100 

100 

“ above  First  Floor  . . 

75 

50 

100 

100 

Schools  or  Places  of  Instruction  .... 

75 

75 

60 

Stables  or  Carriage  Houses 

75 

r 40* 
(loot 

Buildings  for  Public  Assembly 

90 

100 

120 

125 

**  “ Ordinary  Stores,  Light 

Manufacturing  and  Light  Storage  . . 

120 

100 

120 

125 

Stores  for  Heavy  Materials,  Warehouses 

and  Factories 

150 

100 

150 

250 

Roofs— Pitch  less  than  20° 

50 

25 

30 

25t 

more  **  20° 

30 

25 

30 

25t 

Sidewalks 

300 

Public  Buildings,  except  Schools  .... 

100 

125 

Allowable  Unit  Stresses  for  Masonry 

and  Building  Materials. 

Compression: 

Pounds  per  Square  Inch. 

Concrete  (Portland)  Cement,  1;  Sand,  2; 

Stone,  4 . 

230 

350 

208 

Concrete  (Portland)  Cement,  1;  Sand,  2; 

Stone,  5 

208 

300 

« 

Concrete  (Rosendale  or  equal)  Cement,  1; 

Sand,  2 ; Stone,  4 

125 

u 

Concrete  (Rosendale  or  equal)  Cement,  1; 

Sand,  2 ; Stone,  5 . . 

111 

150 

u 

Rubble  Stonework,  Portland  Cement 

• 

Mortar 

140 

100 

139 

Rubble  Stonework,  Rosendale  Cement 

Mortar 

111 

a 

Rubble  Stonework,  Lime  and  Cement 

Mortar 

97 

111 

Rubble  Stonework,  Lime  Mortar  . . , 

70 

60 

Brickwork  in  Portland  Cement  Mortar; 

g 

Cement,  1 ; Sand,  3 

250 

175 

208 

1 

Brickwork  in  Rosendale.  or  equal,Cement 

pq 

Mortar  ; Cement,  1 ; Sand,  3 

208 

150 

« 

Brickwork  in  Lime  and  Cement  Mortar; 

a 

Cement,  1 ; Lime,  1 ; Sand,  6 .... 

160 

125 

167 

Brickwork  in  LimeMort  ar;  Lime,l;  Sand,4. 

111 

100 

111 

M 

Granites  (according  to  Test)  

1000  to  2400 

600 

Greenwich  Stone 

1200 

Gneiss  (New  York  City) 

1300 

Limestone  (according  to  Test)  .... 

700  to  2300 

400 

Marble  ( **  “).... 

600  to  1200 

Sandstone  ( **  “)..., 

400  to  1600 

400 

Bluestone  (North  River) 

2000 

Brick  (Haverstraw,  Flatwise) 

300 

Slate . 

1000 

* Stables  less  than  500  Square  Feet  in  Area, 
t **  over  600  “ ** 

j Make  proper  allowance  for  Wind  at  30  lbs.  per  Square  Foot  Horizontal. 


288  CAMBRIA  STEEL. 

ALLOWABLE  UNIT  STRESSES  AND  LOADS 

IN  ACCORDANCE  WITH 

THE  BUILDING  LAWS  OF  VARIOUS  CITIES. 

Allowable  Unit  Stresses  for  Masonry. 

REVISED  TO  1912 

New  York. 

Chicago. 

Philadelphia. 

Boston. 

Extreme  Fibre  Stress— Bending : 

Pounds  per  Square  Inch. 

180 

150 

150 

150 

400 

120 

100 

300 

30 

20 

16 

10 

50 

30 

Gneiss  (New  York  City) 

Concrete  (Portland)  Cement,  1;  Sand,  2; 

Concrete  (Portland)  Cement,  1 ; Sand,  2 ; 

Concrete  (Rosendale  or  equal)  Cement, 

Concrete  (Rosendale  or  equal)  Cement, 
1 ; Sand,  2;  Stone,  5 . . . . ... 

Rrirk  (Gommon)  

Rrirkwork  (in  Gement) 

Allowable  Unit  Stresses  for  Timber. 

Compression: 

Oak,  with  Grain 

900 

800 

1000 

600 

800 

400 

800 

400 

1200 

1000 

500 

500 

500 

1000 

1200 

800 

800 

1000 

600 

900 

500 

1200 

350 

700 

200 

across  

600 

Yellow  Pine,  with  Grain 

750 

550 

**  across  ** 

White  **  with  ** 

500 

“ across  

250 

Spruce,  with  Grain 

500 

300 

across  

250 

T.nciist,  with  

across  **  

TTemlock,  with  ** 

500 

150 

350 

250 

**  across  

Ghestnut,  with  

**  across  **  

Tension: 

Yellow  Pine 

1500 

800 

1800 

White  ‘‘  

Spruce 

1250 

Oak 

1200 

600 

Hemlock 

1000 

CAMBRIA  STEEL. 


289 


ALLOWABLE  UNIT  STRESSES  AND  LOADS 
IN  ACCORDANCE  WITH 
THE  BUILDING  LAWS  OF  VARIOUS  CITIES. 


Allowable  Unit  Stresses 
for  Timber. 


REVISED  TO  1912. 


New  York.  | Chicago.  1 Philadelphia.!  Boston. 


Pounds  per  Square  Inch. 


Extreme  Fibre  Stress— Bending : 

Yellow  Pine 

White  

1200 

800 

800 

1000 

1200 

600 

800 

1500 

800 

1600 

1500 

1000 

1000 

1000 

Spruce 

1100 

Oak 

1200 

Hemlock 

600 

900 

Chestnut 

Wooden  Columns  or  Posts  with 

Flat  Ends. 

Yellow  Pine  (Long  Leaf ) .... 

1000-18^ 

100  D 

1000-10^ 

WhitePinCj  Norway  Pine  and  Spruce 

800-15^ 

O 

loo 

1 

u 

700-7^ 

Oak 

900-17^ 

O 

« 

900-9^ 

Chestnut  and  Hemlock 

^(800-15^  ^ 

Locust 

1K(  “ ) 

U 

Shear:  Yellow  Pine,  with  Fibre  . 

70 

150 

66H 

100 

Yellow  Pine,  across  Fibre  .... 

500 

750 

White  ‘‘  with  “ .... 

40 

80 

80 

“ across  .... 

250 

Spruce,  with  Fibre 

50 

50 

80 

“ across  “ 

320 

500 

Oak  with  “ 

100 

200 

150 

**  across  

600 

Locust,  with  **  

100 

“ across  **  

720 

Hemlock,with  ....... 

40 

60 

41^ 

**  across^*  

275 

416^ 

Chestnut-  

150 

U = Allowable  Compression  in  Lbs.  per  Sq.  Inch  and  — = Ratio  of  Length 
to  Diameter  in  Inches.  C = Compressive  Strength  with  grain. 


Allowable  Unit  Stresses  for  Timber  Columns  in  Accordance  with 
the  Building  Laws  of  Boston. 

For  Posts  with  Flat  Ends. 


The  Stresses  given  in  the  following  table,  in  which  L = Length  of  Post, 
D = Least  Diameter  of  Post,  and  S = Stress  per  Square  Inch. 


L 

D 

White  Pine  and  Spruce. 

Long-leaf  Yellow  Pine. 

White  Oak. 

S 

S 

S 

0 to  10 

630 

900 

810 

10  “ 15 

595 

850 

765 

15  “ 20 

560 

800 

720 

20  “ 25 

525 

750 

675 

25  “ 30 

490 

700 

630 

For  information  not  given  in  these  tables,  see  Complete  Building  Laws  of 
the  Various  Cities. 


290  CAMBRIA  STEEL. 

EXPLANATION  OF  TABLES  OF  RIVETS  AND  PINS. 

RIVETS. 

In  the  design  of  riveted  joints  the  total  stress  transmitted  is 
assumed  to  be  taken  up  by  the  rivets,  no  allowance  being  made 
for  the  friction  between  the  plates  riveted  together,  and  the 
manner  of  failure  of  the  joint  will  be  by  shearing  of  the  rivet  or 
crushing  of  the  plate.  This  assumes  that  the  rules  given  on 
page  298  are  followed  and  failure  by  tearing  ofif  the  plate  caused 
by  the  rivets  being  too  near  the  edge  is  thus  prevented. 

In  the  table  of  “Shearing  Value  of  Rivets  and  Bearing  Value 
of  Riveted  Plates,”  pages  292  and  293,  these  values  are  given 
for  all  customary  sizes  and  thicknesses  corresponding  to  various 
usual  allowable  unit  stresses. 

For  any  given  size  of  rivet  or  thickness  of  plate  to  be  used,  an 
inspection  of  the  table  will  show  at  once  if  the  bearing  value  of 
the  plate  or  the  shearing  value  of  the  rivet  is  to  govern  the  design 
and  the  amount  of  stress  that  can  be  transmitted  by  each  rivet. 

PINS. 

In  designing  pin-connected  joints  the  points  which  govern  the 
design  are  the  bending  moments  produced  in  the  pin  by  the  bars 
or  plates  connected,  and  the  bearing  value  of  the  plates  them- 
selves. The  bearing  value  in  the  case  of  eye-bars  of  proper 
proportions  is  sufficiently  ample  and  need  not  be  computed. 
Shear  in  pins  need  not  ordinarily  be  considered,  as  the  bending 
and  bearing  stresses  usually  determine  the  size. 

In  the  table  of  “Maximum  Bending  Moments  on  Pins,”  pages 
300  and  301,  is  given  the  allowable  bending  moments  on  pins  of 
various  diameters  for  the  usual  allowable  fibre  stresses. 

In  the  table  of  “Bearing  Values  of  Pin  Plates  for  One-Inch 
Thickness  of  Plate,”  on  page  299,  is  given  the  allowable  bearing 
values  of  plates  against  pins  of  various  usual  diameters,  cor- 
responding to  the  customary  unit  stresses  of  this  character. 

If  the  bearing  value  exceeds  the  allowable  limit  in  any  given 
case  pin-plates  must  be  added,  thus  increasing  the  bearing  value 
until  it  is  reduced  to  a safe  limit  as  shown  by  the  tables. 


CAMBRIA  STEEL. 


291 


CONVENTIONAL  SIGNS  FOR  RIVETING. 


Two  Full  Heads. 


Shop  ^ Field 


Countersunk  Inside  (Farside)  and  Chipped. 


Countersunk  Outside  (Nearside)  and  Chipped 


Countersunk  both  Sides  and  Chipped. 


l-NSIDE.  . OUTSIDE.  . 

(FARSIDE.)  (Nearside.)  sides. 


Flattened  to  K"  high  or  Coun- 
tersunk and  not  Chipped. 


Flattened  to  high. 


Flattened  to  high. 


This  system,  designed  by  F.  C»  Osborn,  C.  E.,  has  for  foundation  the  diagonal 
cross  to  represent  a countersink,  the  blackened  circle  for  a field  rivet  and  the 
diagonal  stroke  to  indicate  a flattened  head.  The  position  of  the  cross,  with 
respect  to  the  circle  (inside,  outside  or  both  sides) , indicates  the  location  of  the 
countersink  and,  similarly,  the  number  and  position  of  the  diagonal  strokes 
indicate  the  height  and  position  of  the  flattened  heads. 

Any  combination  of  field,  countersunk  and  flattened  head  rivets  liable  to 
occur  may  be  readily  indicated  by  the  proper  combination  of  above  signs. 


293  CAMBRIA  STEEL. 


SHEARING  VALUE  OF  RIVETS  AND  BEARING 
VALUE  OF  RIVETED  PLATES. 

All  Dimensions  in  Inches. 


Shearing  Value  = Area  of  Rivet  X Allowable  Shearing  Stress  per  Square  Inch. 


Diameter 

of 

Rivet. 

Area 

in 

Square  Inches. 

Unit  Stress  = 

= 6 000  lbs. 

Bearing  Value  for  Different 

Single 

Shear. 

Doable 

Shear. 

1 1 
4 1 

IT 

oojco 

7 

1 6 

Vs 

.1105 

663 

1325 

1125  1 

1 1406 

1688 

y2 

.1964 

1178 

2356 

1500 

1875 

2250 

2625 

Vs 

.8068 

1841 

3682 

1875 

2344 

2813 

82811 

.4418 

2651 

5301 

2250  1 

1 2813 

3375 

8988 

Vs 

.6013 

3608 

7216 

2625 

8281 

3938 

4594 

1 

.7854 

4712 

9425 

3000 

3750 

4500 

5250 

Diameter 

of 

Rivet 

Area 

in 

Square  Inches. 

Unit  Stress  = 

= 6 750  lbs. 

Bearing  Value  for  Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

1 6 

3 

¥ 

7 

1 6 

Vs 

.1105 

746 

1491 

1266 

1 1582 

1898 

V 

.1964 

1325 

2651 

1688 

2109 

2581 

2953 

Vs 

.3068 

2071 

4142 

2109 

2637 

8164 

36911 

% 

.4418 

2982 

5964 

2531 

1 3164 

3797 

4430 

Vs 

.6013 

4059 

8118 

2953 

1 3691 

4430 

5168 

1 

.7854 

5301 

10603 

3375 

' 4219 

5063 

5906 

Diameter 

of 

Rivet 

Area 

in 

Square  Inches. 

Unit  Stress  = 

= 7 500  lbs. 

Bearing  Value  for  Different 

Single 

Shear. 

Double 

Shear. 

1 1 

4 

5 

1 6 

3 

8 

7 

1 6 

.1105 

828 

1657 

1406  1 

1 1758 

2109 

.1964 

1473 

2945 

1875 

2344 

2813 

3281 

Vs 

.3068 

2301 

4602 

2344 

2930 

3516 

4102| 

V 

.4418 

3313 

6627 

2813 

1 3516 

4219 

4922 

Vs 

.6013 

4510 

9020 

3281 

1 4102 

4922 

5742 

1 

.7854 

5891 

11781 

3750 

; 4688 

1 5625 

6563 

Diameter 

of 

Rivet. 

Area 

in 

Square  Inches. 

Unit  Stress  = 

= 10  000  lbs.  / 

Bearing  Value  for  Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

1 6 

3 

8 

7 

1 6 

.1105 

1105 

2209 

1875 

2344 

2813 

V 

.1964 

1964 

3927 

2500 

3125 

3750 

4375 

Vs 

.3068 

3068 

6136 

3125 

3906 

4688 

5469| 

.4418 

4418 

8836 

3750 

4688 

5625 

6563 

Vs 

.6013 

6013 

12026^ 

4375 

5469 

6563 

7656 

1 

.7854 

7854 

15708 

5000 

6250 

7500 

8750 

In  the  above  tables  the  bearing  values  between  the  lower  and  upper  zigzag 
black  lines  are  greater  than  single  and  less  than  double  shear  for  the  corre- 
sponding dimensions,  so  that  in  case  of  single  shear,  the  single  shearing  value 
governs,  and  in  case  of  double  shear,  the  bearing  value  governs  the  design. 


CAMBRIA  STEEL.  293 

SHEARING  VALUE  OF  RIVETS  AND  BEARING 
VALUE  OF  RIVETED  PLATES. 

All  Dimensions  in  Inches. 

Bearing  Value  = Diameter  of  Rivet  X Thickness  of  Plate  X Allowable  Bearing 
Stress  per  Square  Inch. 

Thicknesses  of  Plate  in  Inches  at  12  000  Pounds  per  Square  Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1'6 

3 

4 

1 3 

1 6 

1 5 

1 6 

1 

3000 
1 3760 

4500 

5250 

6000 

4219 

5063 

5906 

6750 

4688 

5625 

6563 

7500 

6188 

7219 

6750 

7875 

8531 

9750 

9188 

10500 

9844 

11250 

12000 

8250 

9000 

Thicknesses  of  Plate  in  Inches  at  13  500  Pounds  per  Square  Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

i 

1 5 

1 6 

1 

3375 

1 4319 

5063 

5906 

6750 

4746 

5695 

6645 

7594 

5273 

6328 

7383 

8438 

6961 

8121 

7594 

8859 

9598 

10969 

10336 

11813 

11074 

12656 

13500 

9281 

10125 

Thicknesses  of  Plate  in  Inches  at  15  000  Pounds  per  Square  Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

3750 
1 4688 

5625 

6563 

7500 

5273 

6328 

7383 

8438 

5859 

7031 

8203 

9375 

7734 

9023 

8438 

9844 

10664 

12188 

11484 

13125 

12305 

14063 

15000 

10313 

11250 

Thicknesses  of  Plate  in  Inches  at  20  000  Pounds  per  Square  Inch. 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

6000 
1 6350 

7500 

8750 

10000 

7031 

8438 

9844 

11250 

7813 

9375 

10938 

12500 

10313 

12031 

13750 

11250 

13125 

15000 

14219 

16250 

15313 

17500 

16406 

18750 

20000 

The  bearing  values  above  and  to  the  right  of  the  upper  zigzag  black  lines  are 
greater  than  double  shear  for  the  corresponding  dimensions,  so  that  in  these 
cases  the  shearing  values  govern  the  design. 

The  bearing  values  below  and  to  the  left  of  the  lower  zigzag  black  lines  are 
less  than  single  shear,  so  that  in  these  cases  the  bearing  values  govern  the  design. 

294  CAMBKIA  STEEL. 


LENGTH  OF  RIVETS  REQUIRED  FOR  VARIOUS 
GRIPS  INCLUDING  AMOUNT  NECESSARY 
TO  FORM  ONE  HEAD. 


Grip  of 
Rivet 
in  Inches. 

Diameter  of  Rivet  in  Inches. 

i" 

1" 

i" 

f" 

i" 

V' 

1" 

li" 

1 

134 

134 

134 

134 

2 

234 

234 

Vs 

134 

134 

134 

2 

234 

234 

234 

H 

134 

134 

2 

234 

234 

234 

234 

Va 

134 

134 

234 

234 

234 

234 

234 

1 

IH 

134 

2 

234 

234 

234 

234 

234 

iVs 

134 

234 

234 

234 

234 

234 

234 

IH 

2 

234 

234 

234 

234 

234 

3 

lys 

234 

234 

234 

234 

3 

3 

334 

2 

234 

234 

234 

3 

334 

334 

334 

2H 

234 

234 

234 

334 

334 

334 

334 

IH 

234 

234 

234 

3 

334 

334 

334 

334 

m 

2^ 

234 

234 

3M 

334 

334 

334 

334 

2 

2H 

234 

334 

334 

334 

334 

334 

334 

2^ 

2^ 

234 

334 

334 

334 

334 

334 

4 

2H 

234 

3 

334 

334 

334 

334 

4 

434 

2^ 

234 

334 

334 

334 

334 

4 

434 

434 

2y2 

• 3 

334 

334 

334 

4 

434 

434 

434 

2^ 

334 

334 

334 

4 

434 

434 

434 

434 

2H 

334 

334 

334 

434 

434 

434 

434 

434 

2Vs 

334 

334 

4 

434 

434 

434 

434 

434 

3 

334 

334 

434 

434 

434 

434 

434 

434 

SVs 

334 

4 

434 

434 

434 

434 

5 

5 

3^ 

334 

434 

434 

434 

434 

5 

534 

534 

3H 

334 

434 

434 

434 

5 

534 

534 

534 

3^ 

4 

434 

434 

5 

534 

534 

534 

534 

3^ 

434 

434 

434 

534 

534 

534 

534 

534 

3^ 

434 

434 

434 

534 

534 

534 

534 

534 

3K 

434 

434 

5 

534 

534 

534 

534 

534 

4 

434 

434 

534 

534 

534 

534 

534 

6 

4^ 

434 

5 

534 

534 

534 

534 

6 

634 

4^ 

434 

534 

534 

534 

534 

6 

634 

634 

4^ 

434 

534 

534 

534 

6 

634 

634 

634 

4^ 

5 

534 

534 

6 

634 

634 

634 

634 

4^ 

534 

534 

534 

634 

634 

634 

634 

634 

4^ 

534 

534 

6 

634 

634 

634 

634 

634 

4K 

534 

534 

634 

634 

634 

634 

634 

634 

5 

534 

534 

634 

634 

634 

634 

7 

7 

^Vs 

534 

6 

634 

634 

634 

7 

734 

734 

534 

634 

634 

634 

7 

734 

734 

734 

■5H 

534 

634 

634 

7 

734 

734 

734 

734 

53^ 

6 

634 

634 

734 

734 

734 

734 

734 

5^ 

634 

634 

634 

734 

734 

734 

734 

734 

5^ 

634 

634 

7 

734 

734 

734 

734 

734 

634 

634 

734 

734 

734 

734 

734 

734 

6 

634 

7 

734 

734 

734 

734 

8 

834 

Amount  in  Inches  to  be  subtracted  from  above  lengths  for 
Countersunk  Heads. 


I Vs  I M \ I I ya  I I H i Va 


CAMBRIA  STEEL.  295 


WEIGHT  OF  100  STEEL  RIVETS. 


INCLUDING  100  HEADS. 


Length 

Under 

Head. 

Diameter  of  Rivet  in  Inches. 

1 

2 

5 

8 

3 

T 

7. 

8 

1 

Inches. 

Average  Weight  in  Pounds. 

9.2 

1 

10.5 

17.0 

IVs 

11.15 

18.0 

11.80 

19.0 

28.0 

41.8 

IH 

12.45 

20.0 

29.5 

48.4 

IVz 

18.10 

21.0 

81.0 

45.5 

63.5 

IVs 

18.75 

22.0 

82.5 

47.6 

66.2 

14.40 

28.0 

84.0 

49.7 

68.9 

VA 

15.00 

24.0 

85.0 

51.8 

71.7 

2 

15.70 

25.0 

87.0 

58.9 

74.4 

2H 

16.85 

26.0 

88.5 

56.0 

77.1 

2H 

17.00 

27.0 

40.0 

58.0 

79.8 

17.65 

28.0 

41.5 

60.1 

82.6 

2H 

18.80 

29.0 

48.0 

62.2 

85.3 

2A 

18.95 

80.0 

44.5 

64.3 

88.0 

2H 

19.60 

81.0 

46.0 

66.4 

90.7 

2A 

20.25 

82.0 

47.5 

68.5 

93.5 

8 

29.00 

88.0 

49.0 

70.6 

96.2 

8A 

84.0 

50.5 

72.7 

99.0 

3H 

85.0 

52.0 

74.7 

101.6 

8ys 

86.0 

53.5 

76.8 

103.8 

8H 

87.0 

55.0 

78.9 

107.1 

8A 

88.0 

56.5 

81.0 

109.8 

8H 

89.0 

58.0 

83.1 

112.6 

8y8 

40.0 

59.5 

85.2 

115.2 

4 

41.0 

61.0 

87.3 

118.0 

4K 

64.0 

91.4 

123.5 

4A 

67.0 

95.6 

128.9 

4H 

70.0 

99.8 

134.4 

5 

78.0 

104.0 

139.8 

5H 

76.0 

1082 

145.3 

6A 

79.0 

112.3 

150.7 

6H 

82.0 

116.5 

156.2 

6 

85.0 

120.7 

161.6 

Weight  of 

5.5 

11.0 

17.5 

25.5 

86.0 

100  Heads. 

296 


CAMBRIA  STEEIi. 


AREAS  TO  BE  DEDUCTED  TO  OBTAIN  NET  AREA 
OF  RIVETED  PLATE. 

Square  Inches. 


Thick- 

ness 

Plates 


SIZE  OF  HOLE. 
Inches. 


lU 

Inches. 

H 

7 

16 

iS 

H 

if 

A 

H 

1 

1 jg 

.06 

.08 

.09 

.11 

.13 

.14 

.16 

.17 

.19 

.20 

.22 

.23 

.25 

.27 

.08 

.10 

.12 

.14 

.16 

.18 

.20 

.21 

.23 

.25 

.27 

.29 

.31 

.33 

Vs 

.09 

.12 

.14 

.16 

.19 

.21 

.23 

.26 

.28 

.30 

.33 

.35 

.38 

.40 

IT 

.11 

.14 

.16 

.19 

.22 

.25 

.27 

.30 

.33 

.36 

.38 

.41 

.44 

.46 

.13 

.16 

.19 

.22 

.25 

.28 

.31 

.34 

.38 

.41 

.44 

.47 

.50 

.53 

.14 

.18 

.21 

.25 

.28 

.32 

.35 

.39 

.42 

.46 

.49 

.53 

.56 

.60 

Vs 

.16 

.20 

.23 

.27 

.31 

.35 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.66 

n 

.17 

.21 

.26 

.30 

.34 

.39 

.43 

.47 

.52 

.56 

.60 

.64 

.69 

.73 

.19 

.23 

.28 

.33 

.38 

.42 

.47 

.52 

.56 

.61 

.66 

.70 

.75 

.80 

lA 

.20 

.25 

.30 

.36 

.41 

.46 

.51 

.56 

.61 

.66 

.71 

.76 

.81 

.86 

Vs 

.22 

.27 

.33 

.38 

.44 

.49 

.55 

.60 

.66 

.71 

.77 

.82 

.88 

.93 

15 

16 

.23 

.29 

.35 

.41 

.47 

.53 

.59 

.64 

.70 

.76 

.82 

.88 

.94 

1.00 

1 

.25 

.31 

.38 

.44 

.50 

.56 

.63 

.69 

.75 

.81 

.88 

.94 

1.00 

1.06 

.27 

.33 

.40 

.46 

.53 

.60 

.66 

.73 

.80 

.86 

.93 

1.00 

1.06 

1.13 

IVs 

.28 

35 

.42 

.49 

.56 

.63 

.70 

.77 

.84 

.91 

.98 

1.05 

1.13 

1.20 

.30 

.37 

.45 

.52 

.59 

.67 

.74 

.82 

.89 

.96 

1.04 

1.11 

1.19 

1.26 

IM 

.31 

.39 

.47 

.55 

.63 

.70 

.78 

.86 

.94 

1.02 

1.09 

1.17 

1.25 

1.33 

lA 

.33 

.41 

.49 

.57 

.66 

.74 

.82 

.90 

.98 

1.07 

1.15 

1.23 

1.31 

1.39 

iVs 

.34 

.43 

.52 

.60 

.69 

.77 

.86 

.95 

1.03 

1.12 

1.20 

1.29 

1.38 

1.46 

.36 

.45 

.54 

.63 

.72 

.81 

.90 

.99 

1.08 

1.17 

1.26 

1.35 

1.44 

1.53 

IVz 

.38 

.47 

.56 

.66 

.75 

.84 

.94 

1.03 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

lA 

.39 

.49 

.59 

.68 

.78 

.88 

.98 

1.07 

1.17 

1.27 

1.37 

1.46 

1.56 

1.66 

m 

.41 

.51 

.61 

.71 

.81 

.91 

1.02 

1.12 

1.22 

1.32 

1.42 

1.52 

1.63 

1.73 

m 

.42 

.53 

.63 

.74 

.84 

.95 

1.05 

1.16 

1.27 

1.37 

1.47 

1.58 

1.69 

1.79 

IH 

.44 

.55 

.66 

.77 

.88 

.98 

1.09 

1.20 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

111 

.45 

.57 

.68 

.79 

.91 

1.02 

1.13 

1.25 

1.36 

1.47 

1.59 

1.70 

1.81 

1.93 

VA 

.47 

.59 

.70 

.82 

.94 

1.05 

1.17 

1.29 

1.41 

1.52 

1.64 

1.76 

1.88 

1.99 

.48 

.61 

.73 

.85 

.97 

1.09 

1.21 

1.33 

1.45 

1.57 

1.70 

1.82 

1.94 

2.06 

2 

.50 

.63 

.75 

.88 

1.00 

1.13 

1.25 

1.38 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 

MAXIMUM  SIZE  OF  RIVETS  IN  ANGLES  AND  IN 
FLANGES  OF  BEAMS  AND  CHANNELS. 


I-BEAMS. 

CHANNELS. 

ANGLES. 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Length 

Size 

Length 

Size 

of 

per 

of 

of 

per 

of 

of 

per 

of 

of 

of 

of 

of 

Beam. 

Foot. 

Rivet. 

Beam. 

Foot. 

Rivet. 

Channel 

Foot. 

Rivet. 

Leg. 

Rivet 

Leg. 

Rivet. 

Ins. 

Pounds. 

Inch. 

Ins. 

Pounds. 

Inch. 

Inches. 

Pounds. 

Inch. 

Inches. 

Inch. 

Inches. 

Inch. 

3 

5.5 

15 

42.0 

H 

3 

4.0 

A 

K 

2Y2 

Va. 

4 

7.5 

15 

60.0 

H 

4 

5.25 

1 

2^ 

Ya. 

5 

9.75 

15 

80.0 

A 

5 

6.50 

lA 

Vz 

3 

Ys 

6 

12.25 

18 

55.0 

A 

6 

8.0 

Yz 

Wz 

1 

7 

15.0 

20 

65.0 

1 

7 

9.75 

IVs 

Vz 

4 

1 

8 

18.00 

20 

80.0 

1 

8 

11.25 

A 

IH 

Yz 

4H 

1 

9 

21.0 

H 

24 

80.0 

1 

9 

13.25 

A 

lA 

- ^ 

5 

1 

10 

25.0 

M 

10 

15.0 

A 

2 

Yz 

6 

1 

12 

31.5 

12 

20.50 

A 

2A 

Va. 

7 

1 

12 

40.0 

15 

33.0 

A 

2it 

Va. 

CAMBRIA  STEEL. 


297 


AREAS  TO  BE  DEDUCTED  TO  OBTAIN  NET  AREA 
OF  RIVETED  PLATE. 

Square  Inches. 


SIZE  OF  HOLE. 
Inches. 


Thick- 

ness 

Plates 


in 


IVs 

1^ 

IVs 

IVs 

1 11 
■i-Tb 

IH 

IVs 

2 

J.U 

Inches. 

.28 

.30 

.31 

.33 

.34 

.36 

.38 

.39 

.41 

.42 

.44 

.45 

.47 

.48 

.50 

.35 

.37 

.39 

.41 

.43 

.45 

.47 

.49 

.51 

.53 

.55 

.57 

.59 

.61 

.63 

.42 

.45 

.47 

.49 

.52 

.54 

.56 

.59 

.61 

.63 

.66 

.68 

.70 

.73 

.75 

Vs 

.49 

.52 

.55 

.57 

.60 

.63 

.66 

.68 

.71 

.74 

.77 

.79 

.82 

.85 

.88 

ik 

.56 

.59 

.63 

.66 

.69 

.72 

.75 

.78 

.81 

.84 

.88 

.91 

.94 

.97 

1.00 

.63 

.67 

.70 

.74 

.77 

.81 

.84 

.88 

.91 

.95 

.98 

1.02 

1.05 

1.09 

1.13 

A 

.70 

.74 

.78 

.82 

.86 

.90 

.94 

.98 

1.02 

1.05 

1.09 

1.13 

1.17 

1.21 

1.25 

.77 

.82 

.86 

.90 

.95 

.99 

1.03 

1.07 

1.12 

1.16 

1.20 

1.25 

1.29 

1.33 

1.38 

.84 

.89 

.94 

.98 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

1.31 

1.36 

1.41 

1.45 

1.50 

H 

.91 

.96 

1.02 

1.07 

1.12 

1.17 

1.22 

1.27 

1.32 

1.37 

1.42 

1.47 

1.52 

1.57 

1.63 

.98 

1.04 

1.09 

1.15 

1.20 

1.26 

1.31 

1.37 

1.42 

1.48 

1.53 

1.59 

1.64 

1.70 

1.75 

Vs 

1.05 

1.11 

1.17 

1.23 

1.29 

1.35 

1.41 

1.46 

1.52 

1.58 

1.64 

1.70 

1.76 

1.82 

1.88 

H 

1.13 

1.19 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

1.75 

1.81 

1.88 

1.94 

2.00 

1 

1.20 

1.26 

1.33 

1.39 

1.46 

1.53 

1.59 

1.66 

1.73 

1.79 

1.86 

1.93 

1.99 

2.06 

2.13 

1.27 

1.34 

1.41 

1.48 

1.55 

1.62 

1.69 

1.76 

1.83 

1.90 

1.97 

2.04 

2.11 

2.18 

2.25 

IVs 

1.34 

1.41 

1.48 

1.56 

1.63 

1.71 

1.78 

1.86 

1.93 

2.00 

2.08 

2.15 

2.23 

2.30 

2.38 

1.41 

1.48 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

2.19 

2.27 

2.34 

2.42 

2.50 

1.48 

1.56 

1.64 

1.72 

1.80 

1.89 

1.97 

2.05 

2.13 

2.21 

2.30 

2.38 

2.46 

2.54 

2.63 

1.55 

1.63 

1.72 

1.80 

1.89 

1.98 

2.06 

2.15 

2.23 

2.32 

2.41 

2.49 

2.58 

2.66 

2.75 

IVs 

1.62 

1.71 

1.80 

1.89 

1.98 

2.07 

2.16 

2.25 

2.34 

2.43 

2.52 

2.61 

2.70 

2.79 

2.88 

1.69 

1.78 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

2.63 

2.72 

2.81 

2.91 

3.00 

iy2 

1.76 

1.86 

1.95 

2.05 

2.15 

2.25 

2.34 

2.44 

2.54 

2.64 

2.73 

2.83 

2.93 

3.03 

3.13 

1.83 

1.93 

2.03 

2.13 

2.23 

2.34 

2.44 

2.54 

2.64 

2.74 

2.84 

2.95 

3.05 

3.15 

3.25 

IVs 

1.90 

2.00 

2.11 

2.21 

2.32 

2.43 

2.53 

2.64 

2.74 

2.85 

2.95 

3.06 

3.16 

3.27 

3.38 

m 

1.97 

2.08 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.95 

3.06 

3.17 

3.28 

3.39 

3.50 

IH 

2.04 

2.15 

2.27 

2.38 

2.49 

2.61 

2.72 

2.83 

2.95 

3.06 

3.17 

3.29 

3.40 

3.51 

3.63 

Ilf 

2.11 

2.23 

2.34 

2.46 

2.58 

2.70 

2.81 

2.93 

3.05 

3.16 

3.28 

3.40 

3.52 

3.63 

3.75 

IVs 

2.18 

2.30 

2.42 

2.54 

2.66 

2.79 

2.91 

3.03 

3.15 

3.27 

3.39 

3.51 

3.63 

3.75 

3.88 

2.25 

2.38 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

3.50 

3.63 

3.75 

3.88 

4.00 

2 

RIVET  SPACING. 

All  Dimensions  in  Inches. 


Size 

of 

Rivet. 

Minimum 

Pitch. 

Maximum  Pitch 
at  Ends  of 
Compression 
Members. 

Minimum  Pitch 
in  Flanges  of 
Chords  and  Gird’s. 

Distance  from  Edge  of  Piece  to 
Center  of  Rivet  Hole. 

Minimum. 

Usual. 

H 

H 

H 

\Vs 

V 

IV2 

Vs 

2H 

4 

15 

16 

¥ 

2^ 

3 

4 

\Vs 

IH 

Vs 

2Vs 

4 

m 

1 

3 

4 

4 

2 

For  General  Rules  for  Rivet  Spacing  see  next  page. 


298  CAMBKIA  STEEL. 


GENERAL  RULES  FOR  RIVET  SPACING  FOR 
BRIDGE  AND  STRUCTURAL  WORK. 

The  pitch  or  distance  from  center  to  center  of  rivets  should  not 
be  less  than  3 diameters  of  the  rivet.  In  bridge  work  the  pitch 
should  not  exceed  6 inches  or  16  times  the  thickness  of  the 
thinnest  outside  plate  except  in  special  cases  hereafter  noted. 
In  the  flanges  of  beams  and  girders  where  plates  more  than  12 
inches  wide  are  used,  an  extra  line  of  rivets  with  a pitch  not 
greater  than  9 inches  should  be  driven  along  each  edge  to  draw 
the  plates  together. 

At  the  ends  of  compression  members  the  pitch  should  not 
exceed  4 diameters  of  the  rivet  for  a length  equal  to  twice  the 
width  or  diameter  of  the  member. 

In  the  flanges  of  girders  and  chords  carrying  floors,  the  pitch 
should  not  exceed  4 inches. 

For  plates  in  compression  the  pitch  in  the  direction  of  the  line 
of  stress  should  not  exceed  16  times  the  thickness  of  the  plate, 
and  the  pitch  in  a direction  at  right  angles  to  the  line  of  stress 
should  not  exceed  32  times  the  thickness,  except  for  cover  plates 
of  top  chords  and  end  posts  in  which  the  pitch  should  not  exceed 
40  times  their  thickness. 

The  distance  between  the  edge  of  any  piece  and  the  center  of 
the  rivet  hole  should  not  be  less  than  IJ  inches  for  | inch  and  | 
inch  rivets  except  in  bars  less  than  2§  inches  wide ; when  practi- 
cable it  should,  for  all  sizes,  be  at  least  2 diameters  of  the  rivet 
and  should  not  exceed  8 times  the  thickness  of  the  plate. 

Minimum  spacing  is  generally  used  in  pin  plates,  at  ends  of 
columns,  girders,  etc.,  etc. 

In  figuring  clearance  of  rivets  for  special  cases,  allow  f inch  in 
addition  to  diameter  of  head. 


CAMBRIA  STEEL. 


S99 


BEARING  VALUES  OF  PIN  PLATES. 

For  Ono  Inch  Thickness  of  Plate. 


Bearing  value  = Diameter  of  Pin  X 1"  X Stress  per  Square  Inch. 


Bearing 

Bearing 

Bearing 

Diam- 

Bearing 

Bearing 

Bearing 

Diam- 

Area 

Value  at 

Value  at 

Value  at 

Area 

Value  at 

Value  at 

Value  at 

12  000 

13  500 

15  000 

12  000 

13  500 

15  000 

eterof 

of 

Pounds 

Pounds 

Pounds 

eter  of 

of 

Pounds 

Pounds 

Pounds 

per 

per 

per 

per 

per 

per 

Pin. 

Pin. 

Square 

Inch. 

Square 

Inch. 

Square 

Inch. 

Pin. 

Pin. 

Square 

Inch. 

Square 

Inch. 

Square 

Inch. 

Inches. 

Sq.  Ins. 

Pounds. 

Pounds. 

Pounds. 

Inches. 

Sq.  Ins. 

Pounds. 

Pounds. 

Pounds. 

1 

.785 

12000 

13500 

15000 

4K 

15.90 

54000 

60750 

67500 

IH 

.994 

13500 

15190 

16880 

4K 

16.80 

55500 

62440 

69380 

IH 

1.227 

15000 

16880 

18750 

4K 

17.72 

57000 

64130 

71250 

IK 

1.485 

16500 

18560 

20630 

4K 

18.67 

58500 

65810 

73130 

IK 

1.767 

18000 

20250 

22500 

5 

19.64 

60000 

67500 

75000 

IK 

2.074 

19500 

21940 

24380 

5K 

20.63 

61500 

69190 

76880 

IK 

2.405 

21000 

23630 

26250 

5K 

21.65 

63000 

70880 

78750 

IK 

2.761 

22500 

25310 

28130 

5K 

22.69 

64500 

72560 

80630 

2 

3.142 

24000 

27000 

30000 

5K 

23.76 

66000 

74250 

82500 

2K 

3.547 

25500 

28690 

31880 

5K 

24.85 

67500 

75940 

84380 

2K 

3.976 

27000 

30380 

33750 

5K 

25.97 

69000 

77630 

86250 

2K 

4.430 

28500 

32060 

35630 

5K 

27.11 

70500 

79310 

88130 

2K 

4.909 

30000 

33750 

37500 

6 

28.27 

72000 

81000 

90000 

2K 

5.412 

31500 

35440 

39380 

6K 

29.46 

73500 

82690 

91880 

2K 

5.940 

33000 

37130 

41250 

6K 

30.68 

75000 

84380 

93750 

2K 

6.492 

34500 

38810 

43130 

6K 

31.92 

76500 

86060 

95630 

3 

7.069 

36000 

40500 

45000 

6K 

33.18 

78000 

87750 

97500 

3K 

7.670 

37500 

42190 

46880 

6K 

34.47 

79500 

89440 

99380 

3K 

8.296 

39000 

43880 

48750 

6K 

35.79 

81000 

91130 

101250 

3K 

8.946 

40500 

45560 

50630 

6K 

37.12 

82500 

92810 

103130 

3K 

9.621 

42000 

47250 

52500 

7 

38.48 

84000 

94500 

105000 

3K 

10.32 

43500 

48940 

54380 

7K 

44.18 

90000 

101250 

112500 

3K 

11.05 

45000 

50630 

56250 

8 

50.27 

96000 

108000 

120000 

3K 

11.79 

46500 

52310 

58130 

8K 

56.75 

102000 

114750 

127500 

4 

12.57 

48000 

54000 

60000 

9 

63.62 

108000 

121500 

135000 

4K 

13.36 

49500 

55690 

61880 

10 

78.54 

120000 

135000 

150000 

4K 

14.19 

51000 

57380 

63750 

11 

95.03 

132000 

148500 

165000 

4K 

15.03 

52500 

59060 

65630 

12 

113.10 

144000 

162000 

180000 

Example. — The  stress  in  the  end  post  of  a bridge  is  250  000  pounds  and  the 
diameter  of  the  pin  is  5^".  Required  the  total  thickness  of  steel  pin  plates 
for  a bearing  value  of  15  000  pounds  per  square  inch. 

From  the  table  the  bearing  value  of  a 5^"  pin  in  a V'  plate  for  15  000  pounds 
unit  stress  is  84  380  pounds.  Therefore  the  total  thickness  of  metal  required  is 


84  380  ■ 


The  nearest  commercial  size  would  therefore  be  IK"  on  each  side,  including 
web  and  necessary  reinforcing  plates. 


300  CAMBRIA  STEEL. 


MAXIMUM  BENDING  MOMENTS  ON  PINS. 

With  Extreme  Fibre  Stresses  Varying  from  16  000  to  25  000 
Pounds  per  Square  Inch. 


Diameter 

of 

Pin  in 

Inches. 

Area  of 

Pin 

in  Square 

Inches. 

Moments  in  Inch-Pounds  for  Fibre  Stresses  of 

15000  Lbs. 
per 

Square  Inch. 

18000  Lbs. 
per 

Square  Inch. 

20000  Lbs. 
per 

Square  Inch. 

22500  Lbs. 
per 

Square  Inch. 

25000  Lbs. 
per 

Square  Inch. 

1 

.785 

1470 

1770 

1960 

2210 

2450 

IVs 

.994 

2100 

2520 

2800 

3150 

3490 

1.227 

2900 

3450 

3830 

4310 

4790 

IVs 

1.485 

3830 

4590 

5100 

5740 

6380 

m 

1.767 

4970 

5960 

6630 

7460 

8280 

m 

2.074 

6320 

7580 

8430 

9480 

10530 

2.405 

7890 

9470 

10520 

11840 

13150 

VA 

2.761 

9710 

11650 

12940 

14560 

16180 

2 

3.142 

11780 

14140 

15710 

17670 

19630 

2H 

3.547 

14130 

16960 

18840 

21200 

23550 

2H 

3.976 

16770 

20130 

22370 

25160 

27960 

2H 

4.430 

19730 

23670 

26300 

29590 

32880 

2H 

4.909 

23010 

27610 

30680 

34510 

38350 

2^ 

5.412 

26640 

31960 

35520 

39966 

44400 

2H 

5.940 

30630 

36750 

40830 

45940 

51040 

2% 

6.492 

34990 

41990 

46660 

52490 

58320 

3 

7.069 

39730 

47680 

52970 

59600 

66220 

3H 

7.670 

44940 

53930 

59920 

67410 

74900 

8.296 

50550 

60660 

67400 

75830 

84250 

3H 

8.946 

56610 

67940 

75480 

84920 

94350 

3H 

9.621 

63140 

75770 

84180 

94710 

105230 

10.321 

70150 

84180 

93530 

105220 

116910 

3^ 

11.045 

77660 

93190 

103540 

116490 

129430 

3K 

11.793 

85690 

102820 

114250 

128530 

142810 

4 

12.566 

94250 

113190 

125660 

141370 

157080 

4H 

13.364 

103360 

124040 

137820 

155040 

172270 

4^ 

14.186 

113050 

135660 

150730 

169570 

188410 

4^ 

15.033 

123320 

147980 

164420 

184980 

205530 

4H 

15.904 

134190 

161030 

178920 

201290 

223650 

4^ 

16.800 

145690 

174830 

194250 

218510 

242810 

4^ 

17.721 

157820 

189390 

210430 

236740 

263040 

18.665 

170580 

204740 

227490 

255920 

284360 

5 

19.635 

184080 

220890 

245440 

276120 

306800 

bVs 

20.629 

198230 

237880 

264310 

297350 

330390 

21.648 

213090 

255710 

284120 

319640 

355160 

5^ 

22.691 

228680 

274420 

304910 

343020 

381130 

5H 

23.758 

245010 

294010 

326680 

367510 

408350 

6^ 

24.850 

262100 

314510 

349460 

393140 

436830 

5^ 

25.967 

279960 

335950 

373280 

419940 

466600 

5;^ 

27.109 

298620 

358340 

398160 

447930 

497700 

CAMBRIA  STEEL.  301 


MAXIMUM  BENDING  MOMENTS  ON  PINS. 

With  Extreme  Fibre  Stresses  Varying  from  15  000  to  25  000 
Pounds  per  Square  Inch. 


Diameter 

of 

Pin  in 

Inches. 

Area  of 

Pin 

in  Square 

Inches. 

Moments  in  Inch-Pounds  for  Fibre  Stresses  of 

15000  Lbs. 
per 

Square  Inch. 

18000  Lbs. 
per 

Square  Inch. 

20000  Lbs. 
per 

Square  Inch. 

22500  Lbs. 
per 

Square  Inch. 

25000  Lbs. 
per 

Square  Inch. 

6 

28.274 

318090 

381700 

424120 

477130 

530^40 

SH 

29.465 

338380 

406060 

451180 

507580 

563970 

30.680 

359530 

431430 

479370 

539290 

599210 

eVs 

31.919 

381530 

457840 

508710 

572300 

635890 

33.183 

404420 

485400 

539230 

606630 

674030 

6^8 

34.472 

428200 

513840 

570940 

642300 

713670 

35.785 

452900 

543480 

603870 

679350 

754830 

eVs 

37.122 

478530 

574240 

638040 

717800 

797550 

7 

38.485 

505110 

606130 

673480 

757660 

841850 

7K 

39.871 

532650 

639190 

710210 

798980 

887760 

7H 

41.282 

561180 

673420 

748250 

841780 

935310 

7% 

42.718 

590710 

708860 

787620 

886070 

984520 

7H 

44.179 

621260 

745510 

828350 

931890 

1035440 

7V8 

45.664 

652850 

783410 

870460 

979270 

1088080 

7H 

47.173 

685480 

822580 

913980 

1028220 

1142470 

7V8 

48.707 

719190 

863030 

958920 

1078780 

1198650 

8 

50.265 

753980 

904780 

1005310 

1130970 

1256640 

SVs 

51.849 

789880 

947860 

1053170 

1184820 

1316470 

53.456 

826900 

992280 

1102530 

1240350 

1378170 

SVs 

55.088 

865060 

1038070 

1153410 

1297590 

1441760 

8H 

56.745 

904370 

1085250 

1205830 

1356560 

1507290 

SVs 

58.426 

944860 

1133830 

1259820 

1417290 

1574770 

m 

60.132 

986540 

1183850 

1315390 

1479810 

1644240 

SVs 

61.862 

1029430 

1235310 

1372570 

1544140 

1715710 

9 

63.617 

1073540 

1288250 

1431390 

1610310 

1789240 

QVs 

65.397 

1118900 

1342680 

1491860 

1678340 

1864830 

67.201 

1165510 

1398610 

1554010 

1748270 

1942520 

69.029 

1213400 

1456080 

1617870 

1820100 

2022340 

70.882 

1262590 

1515110 

1683450 

1893880 

2104310 

9^ 

72.760 

1313090 

1575700 

1750780 

1969630 

2188480 

9^ 

74.662 

1364910 

1637900 

1819880 

2047370 

2274850 

9K 

76.590 

1418090 

1701700 

1890780 

2127130 

2363480 

10 

78.540 

1472620 

1787150 

1963500 

2208930 

2454370 

10^ 

82.516 

1585850 

1903020 

2114470 

2378780 

2643090 

ioy2 

86.590 

1704740 

2045690 

2272990 

2557120 

2841240 

10% 

90.763 

1829430 

2195320 

2439250 

2744150 

3049060 

11 

95.033 

1960060 

2352070 

2613410 

2940090 

3266770 

11% 

99.402 

2096760 

2516110 

2795680 

3145140 

3494600 

11^ 

103.869 

2239670 

2687610 

2986230 

3359510 

3732790 

12 

113.098 

2544690 

3053630 

3392920 

3817040 

4241150 

303 

CAMBBIA  STEEL. 

DIMENSIONS  OF 

BOLTS  AND  NUTS. 

Franklin  Institute  Standard. 

Bolts  and  Threads. 

Rough  Nuts  and  Heads. 

Diameter  of  Bolt. 

Threads  per  Inch. 

Diameter  at  Root  of 
Thread. 

Width  of  Flat. 

Area  of  Bolt  Body. 

Area  of  Bolt  at  Root 

of  Thread. 

Short  Diameter  of 

Square  and  Hexagon. 

Long  Diameter  of 

Square. 

Long  Diameter  of 

Hexagon. 

Thickness  of  Nuts. 

Thickness  of  Heads. 

Ins. 

No. 

Ins. 

Ins. 

Sq.  Ins. 

Sq.  Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

1 

4 

20 

.185 

.0062 

.049 

.027 

1 

2 

.707 

.577 

1 

4 

1 

4 

5 

16 

18 

.240 

.0070 

.077 

.045 

19 

32 

.840 

.686 

5 

16 

1 9 

6T 

3 

8 

16 

.294 

.0078 

.110 

.068 

11 

16 

.972 

.794 

3 

8 

11 

32 

7 

16 

14 

.344 

.0089 

.150 

.093 

25 

32 

1.105 

.902 

7 

16 

25 

64 

1 

2 

13 

.400 

.0096 

.196 

.126 

7 

8 

1.238 

1.010 

1 

2 

7 

16 

9 

16 

12 

.454 

.0104 

.249 

.162 

31 

T2 

1.370 

1.119 

9 

16 

3 1 

5 

8 

11 

.507 

.0113 

.307 

.202 

1.503 

1.227 

5 

8 

17 

¥2 

3 

4 

10 

.620 

.0125 

.442 

.302 

U 

1.768 

1.443 

3 

4 

5 

8 

7 

8 

9 

.731 

.0140 

.601 

.420 

lA 

2.033 

1.660 

7 

8 

23, 

32 

1 

8 

.837 

.0156 

.785 

.550 

2.298 

1.876 

1 

13 

16 

H 

7 

.940 

.0180 

.994 

.694 

113. 

^16 

2.563 

2.093 

If 

29 

^2 

U 

7 

1.065 

.0180 

1.227 

.893 

2 

2.829 

2.309 

li 

1 

If 

6 

1.160 

.0210 

1.485 

1.057 

2* 

2| 

3.094 

2.526 

If 

lA 

U 

6 

1.284 

.0210 

1.767 

1.295 

3.359 

2.742 

U 

4A 

If 

1.389 

.0227 

2.074 

1.515 

9 9 
-^16 

2f 

3.624 

2.959 

If 

4A 

If 

If 

5 

1.490 

.0250 

2.405 

1.744 

3.889 

3.175 

If 

1- 

5 

1.615 

.0250 

2.761 

2.048 

2H 

H 

4.154 

3.392 

^ 8 

1 15 

132 

2 

4| 

1.712 

.0280 

3.142 

2.302 

4.420 

3.608 

2 

lA 

n 

4§ 

1.962 

.0280 

3.976 

3.023 

01 

9 2 

4.950 

4.042 

2f 

If 

4 

2.175 

.0310 

4.909 

3.715 

3f 

5.480 

4.475 

Iff 

2i 

4 

2.425 

.0310 

5.940 

4.619 

ii 

4| 

6.011 

4.908 

2f 

2\ 

3 

3f 

2.629 

.0357 

7.069 

5.428 

6.541 

5.341 

3 

0 5 
'^16 

3i 

3i 

2.879 

.0357 

8.296 

6.510 

6 

7.071 

5.774 

H 

2i 

3i 

3.100 

.0384 

9.621 

7.548 

5| 

7.602 

6.207 

H 

2f 

3| 

3 

3.317 

.0410 

11.045 

8.641 

6i 

8.132 

6.640 

3f 

4 

3 

3.567 

.0410 

12.566 

9.993 

6f 

8.662 

7.073 

4 

3* 

3f 

4f 

2f 

3.798 

.0435 

14.186 

11.329 

9.193 

7.506 

4i 

4f 

4| 

2f 

2f 

4.028 

.0460 

15.904 

12.743 

9.723 

7.939 

4f 

3A 

31 

4.255 

.0480 

17.721 

14.220 

7i 

10.253 

8.372 

4f 

5 

2i 

4.480 

.0500 

19.635 

15.763 

71 

10.784 

8.805 

6 

013 

5f 

2f 

4.730 

.0500 

21.648 

17.572 

8 

11.314 

9.238 

5J 

4 

5f 

2| 

21 

4.953 

.0526 

23.758 

19.267 

8| 

11.844 

9.671 

4A 

5i 

5.203 

.0526 

25.967 

21.262 

8f 

12.375 

10.104 

5f 

4f 

6 

2i 

5.423 

.0555 

28.274 

23.098 

9i 

12.905 

10.537 . 

6 

4A 

CAMBRIA  STEEL.  303 


RULES  FOR  PROPORTIONS  OF  BOLTS  AND 
NUTS. 

Franklin  Institute  Standard. 


The  dimensions  of  nuts  and  bolts  are  determined  by  the 
following  rules,  which  apply  to  both  square  and  hexagon. 

Short  diameter  of  rough  nut  = X diameter  of  bolt  + I in* 

Short  diameter  of  finished  nut  = 1§  X diameter  of  bolt  + 
A in. 

Thickness  of  rough  nut  = diameter  of  bolt. 

Thickness  of  finished  nut  = diameter  of  bolt  — ^ in. 

Short  diameter  of  rough  head  = X diameter  of  bolt  + i in. 

Short  diameter  of  finished  head  = 1|  X diameter  of  bolt  + 

A in. 

Thickness  of  rough  head  = i of  short  diameter  of  head. 

Thickness  of  finished  head  = diameter  of  bolt  — ^ in. 

In  1864,  a committee  of  the  Franklin  Institute  recommended 
the  above  system  of  screw  threads  and  bolts  which  was  devised 
by  Mr.  William  Sellers,  of  Philadelphia.  This  system  as  far 
as  it  relates  to  screw  threads  is  generally  used  in  the  United 
States,  but  the  proportions  of  bolt  heads  and  nuts  are  not 
adhered  to  because  the  sizes  of  bar  required  to  make  the  nuts 
are  special  and  extra  work  is  necessary  to  make  the  bolt  heads. 
Sizes  of  nuts  and  bolt  heads  in  accordance  with  the  Manufacturers' 
Standard  are  given  on  pages  309,  310  and  311. 


304 


CAMBRIA  STEEL. 


WEIGHTS  OF  100  MACHINE  BOLTS  WITH 
SQUARE  HEADS  AND  HEXAGON  NUTS. 

Franklin  Institute  Standard  Sizes. 

Basis— 1 cubic  foot  Iron  = 480  pounds. 


Diameter  of  Bolts  in  Inches. 


Inches. 

i 

-5. 

16 

i 

ire 

i 

_9. 

16 

f 

iy2 

4.9 

8.2 

12.2 

17.5 

24.0 

31.8 

41.1 

5.3 

8.7 

13.0 

18.5 

25.3 

33.5 

43.2 

2 

5.6 

9.2 

13.8 

19.6 

26.7 

35.2 

45.3 

2H 

6.0 

9.8 

14.5 

20.6 

28.1 

37.0 

47.5 

2^ 

6.3 

10.3 

15.3 

21.6 

29.4 

38.7 

49.6 

2% 

6.6 

10.8 

16.1 

22.7 

30.8 

40.4 

51.7 

3 

7.0 

11.4 

15.8 

23.7 

32.1 

42.1 

53.9 

3^ 

7.3 

11.9 

17.6 

24.8 

33.5 

43.9 

56.0 

3^ 

7.7 

12.4 

18.4 

25.8 

34.9 

45.6 

58.1 

3^ 

8.0 

13.0 

19.1 

26.9 

36.2 

47.3 

60.3 

4 

8.3 

13.5 

19.9 

27.9 

37.6 

49.0 

62.4 

4H 

9.0 

14.6 

21.4 

30.0 

40.3 

52.5 

66.6 

5 

9.7 

15.6 

23.0 

32.1 

43.0 

55.9 

70.9 

10.4 

16.7 

24.5 

34.2 

45.8 

59.4 

75.2 

6 

11.1 

17.8 

26.0 

36*2 

48.5 

62.8 

79.4 

11.7 

18.8 

27.6 

38.3 

51.2 

66.3 

83.7 

7 

12.4 

19.9 

29.1 

40.4 

53.9 

69.7 

87.9 

7y2 

13.1 

21.0 

30.6 

42.5 

56.7 

73.2 

92.2 

8 

13.8 

22.0 

32.2 

44.6 

59.4 

76.6 

96.5 

sy 

14.5 

23.1 

33.7 

46.7 

62.1 

80.1 

100.7 

9 

15.1 

24.2 

35.3 

48.8 

64.8 

83.5 

105.0 

9>2 

15.8 

25.2 

36.8 

50.8 

67.6 

87.0 

109.2 

10 

16.5 

26.3 

38.3 

52.9 

70.3 

90.4 

113.5 

10^ 

17.2 

27.4 

39.9 

55.0 

73.0 

93.9 

117.8 

11 

17.9 

28.4 

41.4 

57.1 

75.7 

97.3 

122.0 

iiH 

18.5 

29.5 

42.9 

59.2 

78.5 

100.8 

126.3 

12 

305 

44.5 

61.3 

81.2 

104.2 

130.5 

12^ 

31.6 

46.0 

63.3 

83.9 

107.7 

134.8 

13 

32.7 

47.5 

65.4 

86.6 

111.1 

139.1 

13>i 

33.7 

49.1 

67.5 

89.4 

114.6 

143  3 

14 

50.6 

69.6 

92.1 

118.0 

147.6 

WA 

52.1 

71.7 

94.8 

121.5 

151.8 

15 

53.7 

73.8 

97.5 

124.9 

156.1 

153^ 

55.2 

75.9 

100.3 

128.4 

160.4 

16 

77.9 

103.0 

131.8 

164.6 

163^ 

80.0 

105.7 

135.3 

168.9 

17 

82.1 

108.4 

138.7 

173.1 

173^ 

84.2 

111.2 

142.2 

177.4 

18 

113.9 

145.6 

181.7 

183^ 

116.6 

149.1 

185.9 

19 

119.3 

152.5 

190.2 

19^ 

122.1 

156.0 

194.4 

20 

124.8 

159.4 

198.7 

One  inch  in  length  of  100  Bolts. 

1.36“ 

2.13 

3.07 

4.18 

5.45 

6.90 

8.52 

To  obtain  Weights  with  Square) 
Nuts  per  100  : Add i 

.23 

.41 

.66 

.99 

1.42 

1.96 

2.62 

Weight  of  one  Hexagon  Nut 

.0116 

.020 

.031 

.046 

.065 

.088 

.117 

Weight  of  one  Hexagon  Head 

.0150 

.025 

.039 

.057 

.081 

.109 

.144 

Weight  of  one  Square  Nut 

.0139 

.024 

.038 

.056 

.079 

.108 

.143 

Weight  of  one  Square  He^d 

.0173 

.029 

.045 

.066 

.093 

.126 

.167 

All  weights  are  approximate. 


CAMBRIA  STEEL. 


305 


WEIGHTS  OF  100  MACHINE  BOLTS  WITH 
SQUARE  HEADS  AND  HEXAGON  NUTS. 

Franklin  Institute  Standard  Sizes. 

Basis— 1 cubic  foot  Iron  = 480  pounds. 


Diameter  of  Bolt  in  Inches. 


Inches. 

1 

1 

1 

li 

li 

If 

li 

64.5 

95.2 

134 

182 

240 

309 

390 

IH 

67.6 

99.4 

140 

189 

248 

319 

402 

2 

70.6 

103.5 

145 

196 

257 

329 

414 

73.7 

107.7 

150 

203 

265 

340 

426 

2K 

76.8 

111.9 

156 

210 

274 

350 

439 

2H 

79.8 

116.1 

161 

216 

282 

360 

451 

3 

82.9 

120.2 

167 

223 

291 

371 

463 

3^ 

86.0 

124.4 

172 

230 

300 

381 

475 

m 

89.1 

128.6 

178 

237 

308 

391 

488 

3^ 

92.1 

132.8 

183 

244 

317 

402 

500 

4 

95.2 

136.9 

189 

251 

325 

412 

512 

4H 

101.3 

145.3 

199 

265 

342 

432 

537 

5 

107.4 

153.6 

210 

279 

359 

453 

561 

53^ 

113.6 

162.0 

221 

292 

376 

474 

586 

6 

119.7 

170.3 

232 

306 

393 

494 

610 

125.9 

178.7 

243 

320 

410 

515 

635 

7 

132.0 

187.0 

254 

334 

427 

536 

659 

73^ 

138.1 

195.4 

265 

348 

444 

556 

684 

8 

144.3 

203.7 

276 

361 

461 

577 

709 

m 

150.4 

212.1 

287 

375 

478 

597 

733 

9 

156.5 

220.4 

298 

389 

495 

618 

758 

934 

162.7 

228.8 

308 

402 

513 

639 

782 

10 

168.8 

237.1 

319 

417 

530 

659 

807 

lOH 

174.9 

245.5 

330 

430 

547 

680 

831 

11 

181.1 

253.8 

341 

444 

564 

701 

856 

11^ 

187.2 

262.2 

352 

458 

581 

721 

880 

12 

193.3 

270.5 

363 

472 

598 

742 

905 

1234 

199.5 

278.9 

374 

486 

615 

762 

929 

13 

205.6 

287.2 

385 

499 

632 

783 

954 

1334 

211.7 

295.6 

396 

513 

649 

804 

978 

14 

217.9 

303.9 

407 

527 

666 

824 

1003 

1434 

224.0 

312.3 

417 

541 

683 

845 

1027 

15 

230.1 

320.6 

428 

555 

700 

866 

1052 

15)4 

236.3 

329.0 

439 

568 

717 

886 

1077 

16 

242.4 

337.3 

450 

582 

734 

907 

1101 

16)^ 

248.5 

345.7 

461 

596 

751 

927 

1126 

17 

254.7 

354.0 

472 

610 

768 

948 

1150 

1734 

260.8 

362.4 

483 

624 

785 

969 

1175 

18 

266.9 

370.7 

494 

637 

802 

989 

1199 

1834 

273.1 

379.1 

505 

651 

819 

1010 

1224 

19 

279.2 

387.4 

516 

665 

836 

1031 

1248 

im 

285.3 

395.8 

526 

679 

853 

1051 

1273 

20 

291.5 

404.1 

537 

693 

870 

1072 

1297 

One  inch  in  length  of  100  Bolts . . 

12727 

16.70 

21.82 

27.61 

34.09 

41.25 

49.09 

To  obtain  Weights  with  Square) 

Nuts  per  100  : Add j 

4.35 

6.72 

9.81 

13.73 

18.57 

24.42 

31.42 

Weight  of  one  Hexagon  Nut 

.190 

.289 

.417 

.579 

.777 

1.016 

1.299 

Weight  of  one  Hexagon  Head 

.235 

.357 

.516 

.616 

.962 

1.259 

1.611 

Weight  of  one  Square  Nut 

.234 

.356 

.515 

.716 

.963 

1.260 

1.614 

Weight  of  one  Square  Head 

.271 

.412 

.596 

.827 

1.111 

1.453 

1.860 

All  weights  are  approximate. 


306  CAMBRIA  STEEL. 


WEIGHTS  OF  100  MACHINE  BOLTS  WITH 
SQUARE  HEADS  AND  NUTS. 

WROUGHT  IRON. 

Manufacturers’  Standard  Sizes. 

Basis— Hoopes  & Townsend’s  List. 


Length  under  Head 
to  Point. 

Inches. 

Diameter  of  Bolt  in  Inches. 

i 

A 

i 

A 

Jl 

16 

8 

i 

13^ 

3.4 

6.0 

9.2 

13.6 

19.1 

26.0 

33.8 

55.3 

2 

4.1 

7.1 

10.8 

15.7 

21.8 

29.5 

38.1 

61.5 

23^ 

4.8 

8.2 

12.3 

17.8 

24.6 

33.0 

42.4 

67.7 

3 

5.5 

9.2 

13.8 

19.9 

27.4 

36.5 

46.7 

73.9 

6.2 

10.3 

15.3 

21.8 

29.8 

40.0 

51.0 

80.1 

4 

6.9 

11.4 

16.9 

24.0 

32.6 

43.5 

55.4 

86.3 

43^ 

7.5 

12.4 

18.4 

26.1 

35.4 

46.7 

59.3 

92.1 

5 

8.2 

13.5 

19.9 

28.2 

38.1 

50.2 

63.6 

98.3 

534 

8.9 

14.6 

21.5 

30.3 

40.9 

53.7 

67.9 

104.5 

6 

9.6 

15.6 

23.0 

32.4 

43.7 

57.2 

72.3 

110.7 

634 

10.3 

16.7 

24.6 

34.5 

46.4 

60.7 

76.6 

116.9 

7 

11.0 

17.8 

26.1 

36.6 

49.2 

64.2 

80.9 

123.1 

7^ 

11.7 

18.9 

27.7 

38.8 

51.9 

67.6 

85.2 

129.4 

8 

12.4 

20.0 

29.2 

40.9 

54.7 

71.1 

89.5 

135.6 

9 

13.7 

22.1 

32.4 

44.9 

60.0 

77.8 

97.8 

147.5 

10 

15.1 

24.3 

35.5 

49.1 

65.5 

84.8 

106.4 

160.0 

11 

16.5 

26.4 

38.6 

53.4 

71.0 

91.8 

115.1 

172.4 

12 

17.9 

28.6 

41.7 

57.6 

76.5 

98.8 

123.7 

148.8 

13 

19.3 

30.7 

44.8 

61.8 

82.0 

105.5 

132.0 

197.2 

14 

20.6 

32.9 

47.9 

66.0 

87.6 

112.5 

140.6 

209.7 

15 

22.0 

35.1 

51.0 

70.3 

93.1 

119.5 

149.2 

222.1 

16 

23.4 

37.2 

54.1 

74.5 

98.6 

126.4 

157.9 

234.5 

17 

24.8 

39.4 

57.2 

78.7 

104.1 

133.4 

166.5 

246.9 

18 

26.2 

41.5 

60.3 

82.9 

109.7 

140.4 

175.1 

259.4 

19 

27.5 

43.7 

63.4 

87.2 

115.2 

147.4 

183.7 

271.8 

20 

28.9 

45.8 

66.5 

91.4 

120.7 

154.4 

192.4 

284.2 

21 

30.3 

48.0 

69.6 

95.6 

126.2 

161.4 

201.0 

296.6 

22 

31.7 

50.2 

72.7 

99.9 

131.7 

168.4 

209.6 

309.1 

23 

33.1 

52.3 

75.8 

104.1 

137.3 

175.4 

218.3 

321.5 

24 

34.4 

54.5 

78.9 

1C8.3 

142.8 

182.4 

226.9 

333.9 

25 

35.8 

56.6 

82.1 

112.5 

148.3 

189.3 

235.5 

346.3 

CAMBRIA  STEEL. 


307 


WEIGHTS  OF  100  MACHINE  BOLTS  WITH 
SQUARE  HEADS  AND  NUTS. 
WROUGHT  IRON. 

Manufacturers’  Standard  Sizes. 

Basis— Hoopes  & Townsend’s  List. 


Length  under  Head 


Diameter  of  Bolt  in  Inches. 


Inches. 

i 

1 

u 

li 

If 

1} 

If 

2 

83.4 

2 

91.8 

129.0 

184.5 

2M 

99.7 

140.1 

198.4 

264.8 

3 

108.1 

151.1 

212.4 

282.0 

350 

470 

334 

116.6 

162.2 

226.4 

299.3 

370 

495 

4 

125.0 

173.2 

240.4 

316.6 

390 

520 

720 

434 

132.9 

182.7 

253.3 

332.6 

410 

525 

753 

5 

141.3 

193.7 

267.3 

349.9 

430 

570 

786 

1180 

5y2 

149.8 

204.8 

281.2 

367.1 

450 

595 

820 

1225 

6 

158.2 

215.8 

295.2 

384.4 

47C 

620 

854 

1270 

634 

160.7 

226.9 

309.2 

401.6 

490 

645 

888 

1315 

7 

175.1 

237.9 

323.2 

418.9 

510 

670 

922 

1316 

734 

183.6 

248.9 

337.2 

436.2 

530 

695 

956 

1405 

8 

192.0 

260.0 

351.1 

453.4 

550 

725 

990 

1450 

9 

208.3 

281.3 

377.0 

486.7 

590 

775 

1058 

1540 

10 

225.2 

303.3 

404.9 

521.2 

630 

825 

1126 

1630 

11 

242.2 

325.5 

432.9 

555.8 

670 

875 

1194 

1720 

12 

259.1 

347.6 

460.8 

590.3 

710 

925 

1262 

1810 

13 

276.0 

369.6 

488.8 

624.8 

751 

975 

1330 

1900 

14 

292.9 

391.7 

516.7 

659.3 

793 

1025 

1398 

1990 

15 

309.8 

413.8 

544.7 

693.8 

835 

1075 

1468 

2080 

16 

326.7 

435.9 

572.7 

728.3 

877 

1125 

1536 

2170 

17 

343.6 

458.0 

600.6 

762.8 

919 

1175 

1604 

2260 

18 

360.5 

480.1 

628.6 

797.4 

961 

1225 

1672 

2350 

19 

377.5 

502.2 

656.5 

831.9 

1003 

1275 

1740 

2440 

20 

394.4 

524.3 

684.5 

866.4 

1045 

1325 

1808 

2530 

21 

411.3 

546.4 

712.4 

900.9 

1087 

1375 

1876 

2620 

22 

428.2 

568.4 

740.4 

935.4 

1129 

1425 

1944 

2710 

23 

445.1 

590.5 

768.3 

969,9 

1171 

1475 

2012 

2800 

24 

462.0 

612.6 

796.3 

1004.5 

1213 

1525 

2080 

2890 

25 

478.9 

634.7 

824.3 

1039.0 

1255 

1575 

2148 

2980 

Bolts  from  inch  to  2 inches,  inclusive,  are  fitted  with  nuts  made  to  U.  S. 
Standard. 


308  CAMBKIA  STEEL. 


WEIGHTS  OF  100  ROUND-HEADED  RIVETS  OR 
ROUND-HEADED  BOLTS  WITHOUT  NUTS. 
WROUGHT  IRON. 


Basis  — 1 cubic  foot  Iron  = 480  pounds. 


Length  under  Head  to  Point. 

Inches. 

Diameter  of  Rivet  in  Inches. 

i 

i 

f 

i 

i 

1 

li 

1 

4.7 

9.3 

16.0 

25.2 

37.2 

52.6 

71.3 

IH 

5.5 

10.7 

18.1 

28.3 

41.3 

58.0 

78.2 

iy2 

6.2 

12.1 

20.2 

31.3 

45.5 

63.5 

85.1 

7.0 

13.4 

22.4 

34.4 

49.7 

68.9 

92.0 

2 

7.8 

14.8 

24.5 

37.5 

53.9 

74.4 

98.9 

8.5 

16.2 

26.6 

40.5 

58.0 

79.8 

105.8 

2H 

9.3 

17.5 

28.8 

43.6 

62.2 

85.3 

112.7 

2M 

10.1 

18.9 

30.9 

46.7 

66.4 

90.7 

119.6 

3 

10.8 

20.3 

33.0 

49.8 

70.6 

96.2 

126.5 

3^ 

11.6 

21.6 

35.1 

52.8 

74.7 

101.6 

133.4 

3H 

12.4 

23.0 

37.3 

55.9 

78.9 

107.1 

140.3 

3^ 

13.1 

24.3 

39.4 

59.0 

83.1 

112.6 

147.2 

4 

13.9 

25.7 

41.5 

62.0 

87.3 

118.0 

154.1 

14.7 

27.1 

43.7 

65.1 

91.4 

123.5 

161.0 

43^ 

15.4 

28.4 

45.8 

68.2 

95.6 

128.9 

167.9 

4M 

16.2 

29.8 

47.9 

71.2 

99.8 

134.4 

174.8 

5 

17.0 

31.2 

50.1 

74.3 

104.0 

139.8 

181.7 

5^ 

17.7 

32.5 

52.2 

77.4 

108.2 

145.3 

188.6 

18.5 

33  9 

54.3 

80.4 

112.3 

150.7 

195.6 

19.3 

35.3 

56.4 

83.5 

116.5 

156.2 

202.5 

6 

20.0 

36.6 

58.6 

86.6 

120.7 

161.6 

209.4 

6^ 

20.8 

38.0 

60.7 

89.6 

124.8 

167.1 

216.3 

16H 

21.6 

39.3 

62.8 

92.7 

129.0 

172.5 

223.2 

6^ 

22.3 

40.7 

65.0 

95.8 

133.2 

178.0 

230.1 

7 

23.1 

421 

67.1 

98.8 

137.4 

183.5 

237.0 

7^ 

23.9 

43.4 

69.2 

101.9 

141.6 

188.9 

243.9 

73^ 

24.6 

44.8 

71.4 

105.0 

145.7 

1944 

250.8 

7M 

25.4 

46.2 

73.5 

108.0 

149.9 

199.8 

257.7 

8 

26.2 

47.5 

75.6 

111.1 

154.1 

205.3 

264.6 

27.7 

50.2 

79.9 

117.2 

162.4 

216.2 

278.4 

9 

29.2 

53.0 

84.1 

123.4 

170.8 

227.1 

292.2 

30.8 

55.7 

88.4 

129.5 

179.1 

238.0 

306.0 

10 

32.3 

58.4 

92.7 

135.6 

187.5 

248.8 

319.8 

103^ 

33.8 

61.2 

96.9 

141.8 

195.8 

259.8 

333.6 

11 

35.4 

63.9 

101.2 

147.9 

204.2 

270.7 

347.4 

113^ 

36.9 

66.6 

105.4 

154.1 

212.5 

281.6 

361.2 

12 

38.4 

69.3 

109.7 

160.2 

220.9 

292.5 

375.0 

One  inch  in  length  of  100  Rivets 

3.07 

5.45 

8.52 

12.27 

16.70 

21.82 

27.61 

Weight  of  100  Rivet  Heads 

1.78 

4.82 

9.95 

16.12 

24.29 

34.77 

47.67 

OAMBEIA  STEEL.  309 


WEIGHTS  AND  DIMENSIONS  OF  BOLT  HEADS. 

MANUFACTURERS’  STANDARD  SIZES. 

Basis — Hoopes  & Townsend’s  List. 


Diameter 

Square. 

Hexagon. 

of 

Bolt. 

Short 

Long 

Thickness. 

Weight 

Short 

Long 

Thickness. 

Weight 

Diameter. 

Diameter. 

per  100. 

Diameter. 

Diameter. 

per  100. 

Inches. 

Inches 

Inches. 

Inch. 

Pounds. 

Inches. 

Inches. 

Inches. 

Pounds. 

1 

4 

3 

8 

.530 

3 

16 

.7 

3 

8 

.433 

_3_ 

16 

.6 

5 

16 

15 

32 

.664 

1 5 

6? 

1.4 

15 

32 

.541 

1 5 

64 

1.2 

3 

8 

9 

16 

.795 

9 

32 

2.5 

9 

16 

.670 

9 

32 

2.2 

7 

16 

21 

32 

.928 

6? 

4.0 

21 

32 

.758 

21 

6? 

3.4 

1 

2 

3 

4 

1.061 

3 

8 

5.9 

3 

4 

.866 

3 

8 

5.1 

9 

16 

27 

32 

1.193 

2 7 

6¥ 

8.4 

27 

32 

.974 

6¥ 

7.3 

5 

8 

15 

16 

1.326 

15 

32 

11.5 

15 

16 

1.083 

15 

32 

10.0 

3 

4 

If 

1.591 

9 

16 

19.9 

^8 

1.299 

9 

16 

17.3 

7 

8 

lA 

1.856 

21 

32 

31.1 

lA 

1.516 

21 

32 

27.4 

1 

If 

2.122 

3 

4 

47.3 

If 

1.733 

3 

4 

42.0 

n 

111. 

Il6 

2.386 

27 

32 

67.3 

1i_i 

•*^16 

1.944 

27 

32 

58.3 

li 

If 

2.652 

15 

16 

92.3 

17 

^8 

2.166 

15 

16 

80.0 

If 

2A 

2.917 

1-i- 

^32 

122.8 

2A 

2.383 

^32 

106.5 

ii 

2i 

3.182 

^8 

159.5 

2f 

2.599 

11 

^8 

138.2 

If 

2A 

3.447 

^32 

202.7 

2A 

2.818 

^32 

175.7 

If 

21 

3.712 

1_5_ 

ll6 

253.2 

2| 

3.032 

^16 

219.5 

If 

913 

^16 

3.977 

Iff 

311.5 

913 

^^16 

3.349 

1 JLi 

^32 

269.8 

2 

3 

4.243 

If 

378.0 

3 

3.464 

^2 

327.6 

310  CAMBKIA  STEEL. 


WEIGHTS  AND  DIMENSIONS  OF  HEXAGON 
NUTS. 


MANUFACTURERS’  STANDARD  SIZES. 
Basis — Hoopes  & Townsend’s  List. 


Diameter 

Diameter 

Plain. 

Cupped. 

Short 

Long 

of 

of 

Diameter. 

Diameter. 

Thickness. 

Rough 

Weight 

Number 

Weight 

Number 

Bolt. 

Hole. 

per  100. 

in  100 

per  100. 

in  100 

Pounds. 

Pounds. 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 

Pounds. 

i 

1 

2 

.578 

1 

4 

7 

32 

1.3 

7800 

1.2 

8500 

VS 

5 

8 

.722 

5 

16 

9 

32 

2.3 

4440 

2.1 

4790 

3 

8 

3 

4 

.866 

3 

8 

11 

32 

4.3 

2330 

4.0 

2510 

JL 

16 

7 

8 

1.011 

13 

32 

7.0 

1430 

6.3 

1580 

1 

2 

7 

8 

1.011 

1 

2 

7 

16 

7.5 

1330 

6.9 

1440 

1 

2 

1 

1.155 

1 

2 

A 

9.9 

1010 

9.2 

1090 

1 

2 

1 

1.155 

9 

16 

A 

10.8 

930 

10.2 

980 

9 

16 

If 

1.299 

9 

16 

1 

2 

13.7 

730 

12.5 

800 

5 

8 

If 

1.299 

5 

8 

9 

16 

15.9 

630 

15.2 

660 

5 

8 

If 

1.299 

3 

4 

9 

16 

17.9 

560 

17.0 

588 

5 

8 

If 

1.444 

5 

8 

9 

16 

19.5 

514 

18.5 

541 

5 

8 

If 

1.444 

3 

4 

9 

16 

23.0 

435 

21.7 

460 

3 

4 

If 

1.444 

3 

4 

21 

32 

22.2 

450 

20.6 

485 

3 

4 

If 

1.588 

3 

4 

21 

32 

26.6 

376 

25.4 

394 

3 

4 

If 

1.588 

7 

8 

21 

32 

30.3 

330 

28.8 

347 

3 

4 

If 

1.733 

3 

4 

21 

32 

34.5 

290 

32.3 

310 

3 

4 

If 

1.733 

7 

8 

21 

32 

40.0 

250 

37.6 

266 

7 

8 

11 

1.733 

7 

8 

25 

32 

37.7 

265 

35.3 

283 

7 

8 

If 

1.733 

1 

25 

32 

45.9 

218 

43.5 

230 

8 

If 

1.877 

7 

8 

25 

32 

45.3 

221 

42.6 

235 

7 

8 

1| 

1.877 

1 

25 

32 

50.8 

197 

47.6 

210 

1 

If 

2.021 

1 

7 

8 

57.5 

174 

53.8 

186 

1 

If 

2.021 

If 

7 

8 

63.7 

157 

59.5 

168 

li 

2 

2.309 

If 

15 

16 

100.0 

100 

90.9 

110 

li 

2f 

2.599 

If 

138.9 

72 

126.6 

79 

If 

2f 

2.888 

If 

lA 

185.2 

54 

169.5 

59 

n 

2f 

3.176 

If 

1-5_ 

^16 

243.9 

41 

222.2 

45 

If 

3 

3.464 

If 

^16 

333.3 

30 

303.0 

33 

If 

3f 

3.754 

If 

1-5- 

•*^16 

408.2 

24i 

370.4 

27 

12 

3f 

4.043 

2 

111 

1 16 

493.8 

20i 

459.8 

21J 

2 

3f 

4.043 

2 

11^ 

1 16 

487.8 

20i 

454.5 

22 

2 

3f 

4.043 

2f 

113 

lie 

512.8 

m 

487.8 

20i 

CAMBBIA  STEEL.  311 


WEIGHTS  AND  DIMENSIONS  OF  SQUARE 
NUTS. 


MANUFACTURERS’  STANDARD  SIZES. 
Basis — Hoopes  & Townsend’s  List. 


Diameter 

Diameter 

Plain. 

Cupped. 

ot 

Short 

Diameter. 

Long 

Diameter. 

Thickness. 

of 

Bough 

Weight 

Number 

Weight 

Number 

Bolt. 

Hole. 

per  100. 

in  100 

per  100. 

in  100 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

1 

4 

1 

2 

.707 

1 

4 

7 

32 

1.5 

6750 

1.4 

7200 

5 

16 

5 

8 

.884 

5 

16 

9 

32 

2.8 

3540 

2.5 

4000 

3 

8 

3 

4 

1.061 

3 

8 

11 

32 

4.8 

2100 

4.2 

2380 

7 

16 

7 

8 

1.237 

7 

16 

13 

32 

7.5 

1330 

6.8 

1460 

1 

2 

7 

8 

1.237 

1 

2 

7 

16 

8.9 

1120 

8.1 

1230 

1 

2 

1 

1.414 

1 

2 

7 

16 

11.9 

840 

10.8 

930 

9 

16 

li 

1.591 

9 

16 

1 

2 

15.4 

650 

14.3 

700 

5 

8 

li 

1.591 

5 

8 

9 

16 

17.3 

575 

16.1 

620 

5 

8 

li 

1.768 

5 

8 

9 

16 

23.0 

435 

21.1 

475 

3 

4 

li 

1.768 

3 

4 

21 

32 

27.8 

360 

25.0 

400 

3 

4 

If 

1.945 

3 

4 

21 

32 

31.7 

315 

29.0 

345 

3 

4 

li 

2.122 

S. 

4 

21 

32 

41.0 

244 

37.0 

270 

7 

8 

li 

2.122 

7 

8 

25 

32 

46.5 

215 

41.7 

240 

7 

8 

If 

2.298 

7 

8 

25 

T2 

55.6 

180 

48.8 

205 

7 

8 

^4 

2.475 

7 

8 

25 

32 

61.3 

163 

54.6 

183 

1 

11 

I4 

2.475 

1 

7 

8 

70.9 

141 

64.1 

156 

1 

2 

2.828 

1 

7 

8 

95.2 

105 

87.0 

115 

li 

2 

2.828 

li 

15 

16 

102.0 

98 

94.3 

106 

2i 

3.182 

li 

15 

16 

135.1 

74 

123.5 

81 

n 

2i 

3.182 

li 

1* 

156.3 

64 

142.9 

70 

n 

2i 

3.536 

li 

li^ 

192.3 

52 

175.4 

57 

If 

2i 

3.889 

If 

^16 

250.0 

40 

227.3 

44 

3 

4.243 

li 

1_5_ 

^16 

307.7 

32i 

285.7 

35 

If 

3i 

4.597 

If 

^16 

454.5 

22 

400.0 

25 

If 

3i 

4.950 

If 

^16 

555.6 

18 

500.0 

20 

^8 

3f 

5.303 

l| 

lii 

666.7 

15 

625.0 

16 

2 

4 

5.657 

2 

lit 

816.3 

12i 

784.3 

m 

312  CAMBKIA  STEEL. 


UPSET  SCREW  ENDS  FOR  ROUND  BARS. 


Diameter 

Area 

Diameter 

Length 

Area 

Excess  of 

of 

of 

of 

of 

at 

Number 

"Weight 

Add 

Area  at  Root 

Bar. 

Body 

of 

Bar. 

Screw. 

Upset. 

Root 

of 

Thread. 

of 

Threads 

per 

per  Foot 
of  Bar. 

for 

Upset 

of  Thread 
Over  that  of 
Body  of  Bar. 

A 

B 

G 

Inch. 

Inch. 

Sq.  Ins. 

Inches. 

Inches. 

Sq.  Ins. 

Pounds. 

Inches. 

Per  Cent. 

1 

2 

.196 

3 

I 

4 

4f 

.302 

10 

.668 

6J 

54 

9 

TS 

.249 

4f 

.302 

10 

.845 

4f 

21 

5 

8 

.307 

7 

8 

4f 

.420 

9 

1.043 

5f 

37 

.371 

1 

4f 

.550 

8 

1.262 

6f 

48 

3 

4 

.442 

1 

4f 

.550 

8 

1.502 

4f 

25 

13 

16 

.519 

If 

4f 

.694 

7 

1.763 

5f 

34 

7 

8 

.601 

U 

4f 

.893 

7 

2.044 

6f 

49 

15 

16 

.690 

If 

4f 

.893 

7 

2.347 

4f 

29 

1 

.785 

If 

5 

1.057 

6 

2.670 

5i 

35 

.887 

If 

5 

1.057 

6 

3.014 

4i 

19 

U 

.994 

5 

1.295 

6 

3.379 

4f 

30 

lA 

1.108 

If 

5 

1.295 

6 

3.766 

3f 

17 

U 

1.227 

If 

6i 

1.515 

4.173 

23 

1 16 

1.353 

If 

5f 

1.744 

5 

4.600 

5 

29 

If 

1.485 

If 

5i 

1.744 

5 

5.049 

4 

18 

1.623 

If 

5f 

2.048 

5 

5.518 

4f 

26 

1.767 

2 

5f 

2.302 

6.008 

5i 

30 

^16 

1.918 

2 

5f 

2.302 

4i 

6.520 

4i 

20 

If 

2.074 

2f 

5f 

2.650 

4i 

7.051 

5 

28 

IH 

2.237 

01 

f'S 

5f 

2.650 

7.604 

4J 

18 

n 

2.405 

2f 

5f 

3.023 

4i 

8.178 

4i 

26 

m 

2.580 

2i 

5f 

3.023 

4i 

8.773 

4 

17 

If 

2.761 

2| 

6 

3.419 

4i 

9.388 

4§ 

24 

Iff 

2.948 

2f 

6 

3.715 

4 

10.020 

5 

26 

Lengths  of  Upset  Ends  above  are  best  adapted  for  use  with  Turnbuckles  of 
standard  length,  six  inches  between  heads,  as  shown  on  page  318,  and  with 
Clevises  shown  on  page  320.  I^engths  of  Upset  Ends  for  use  with  ordinary  Right 
and  Left  Nuts,  shown  on  page  319  may  be  one  inch  shorter  than  above. 


314  CAMBRIA  STEEL. 


UPSET  SCREW  ENDS  FOR  SQUARE  BARS. 


Side 

Area 

Diameter 

Length 

Area 

Excess  of 

of  Square 

of 

of 

at 

Number 

Weight 

Add 

Area  at  Root 

Bar. 

Body 

of 

Screw. 

Upset. 

Root 

of 

of 

Threads 

per  Foot 
of  Bar. 

for 

Upset. 

of  Thread 
Over  that  of 

A 

Bar 

B 

G 

Thread. 

per 

Inch. 

Body  of  Bar. 

Inch. 

Sq.  Ins. 

Inches. 

Inches. 

Sq.  Ins. 

Pounds. 

Inches. 

Per  Cent. 

1 

2 

.250 

3 

4 

4i 

.302 

10 

.850 

4 

21 

9 

16 

.316 

7 

8 

4f 

.420 

9 

1.076 

5 

33 

I 

.391 

1 

4f 

.550 

8 

1.328 

5i 

3i 

41 

11 

16 

.473 

1 

4f 

.550 

8 

1.607 

17 

3 

4 

.563 

u 

4i 

.694 

7 

1.913 

4| 

23 

13 

16 

.660 

u 

If 

4i 

.893 

7 

2.245 

5 

35 

7 

8 

.766 

5 

1.057 

6 

2.603 

5f 

38 

15 

16 

.879 

13 

is 

5 

1.057 

6 

2.989 

4i 

20 

1 

1.000 

H 

5 

1.295 

6 

3.400 

4i 

29 

1.129 

If 

51 

1.515 

3.838 

5i 

34 

u 

1.266 

If 

5i 

51 

1.515 

5i 

4.303 

4i 

20 

lA 

1.410 

li 

1.744 

5 

4.795 

4i 

24 

U 

1.563 

If 

H 

2.048 

5 

5.312 

5i 

31 

lA 

1.723 

If 

5f 

2.048 

5 

5.851 

4i 

19 

13- 

■*■8 

1.891 

2 

5f 

2.302 

6.428 

4f 

22 

lA 

2.066 

2| 

51 

2.650 

4i 

7.026 

5i 

28 

n 

2.250 

2f 

5i 

2.650 

7.650 

4i 

18 

1-^ 

•*•16 

2.441 

2i 

5i 

3.023 

4i 

8.300 

4f 

24 

13. 

■*^8 

2.641 

2f 

6 

3.419 

4i 

8.978 

5 

30 

lli 

ll6 

2.848 

2f 

6 

3.419 

4i 

9.682 

4i 

20 

li 

3.063 

2i 

6 

3.715 

4 

10.410 

4f 

21 

3.285 

2f 

6i 

4.155 

4 

11.170 

5 

26 

U 

3.516 

2| 

6i 

4.155 

4 

11.950 

4i 

18 

m 

3.754 

21 

6i 

4.619 

4 

12.760 

4f 

23 

Lengths  of  Upset  Ends  above  are  best  adapted  for  use  with  Turnbuckles  of 
standard  length,  six  inches  between  heads,  as  shown  on  page  318,  and  with 
Clevises  shown  on  page  320.  Lengths  of  Upset  Ends  for  use  with  ordinary 
Right  and  Left  Nuts,  shown  on  page  319,  may  be  one  inch  shorter  than  above. 


CAMBRIA  STEEL. 


315 


UPSET  SCREW  ENDS  FOR  SQUARE  BARS. 


Side 

of  Square 
Bar. 

Area 

of 

Body 

of 

Bar. 

Diameter 

of 

Screw. 

Length 

of 

Upset. 

Area 

at 

Root 

of 

Thread. 

Number 

of 

Threads 

per 

Inch. 

Weight 
per  Foot 
of  Bar. 

Add 

for 

Upset. 

Excess  of 
Area  at  Root 
of  Thread 
Over  that  of 
Body  of  Bar. 

A 

B 

G 

Inches. 

Sq.  Ins. 

Inches. 

Inches. 

Sq.  Ins. 

Pounds. 

Inches. 

Per  Cent. 

2 

4.000 

2| 

6i 

5.108 

4 

13.60 

5 

28 

2* 

4.254 

2f 

61 

5.108 

4 

14.46 

4i 

20 

4.516 

3 

6i 

5.428 

3i 

15.35 

4i 

20 

2A 

4.785 

3| 

6f 

5.957 

3i 

16.27 

5 

24 

2} 

5.063 

3i 

6| 

5.957 

3i 

17.22 

4i 

18 

2* 

5.348 

H 

6f 

6.510 

3i 

18.19 

4f 

22 

2f 

5.641 

3f 

7 

7.087 

3i 

19.18 

Si 

26 

2]^ 

5.941 

3| 

7 

7.087 

3i 

20.20 

4i 

19 

21 

6.250 

3i 

7 

7.548 

3i 

21.25 

4f 

21 

2* 

6.566 

3f 

7i 

8.171 

3i 

22.33 

Si 

24 

21 

6.891 

3| 

7i 

8.171 

3i 

23.43 

4i 

19 

2tt 

7.223 

3f 

7i 

8.641 

3 

24.56 

4f 

20 

2| 

7.563 

3| 

71 

9.305 

3 

25.71 

Si 

23 

013 

^T6 

7.910 

3| 

7i 

9.305 

3 

26.90 

4i 

18 

2| 

8.266 

4 

7i 

9.993 

3 

28.10 

4f 

21 

915 

"16 

8.629 

4i 

7i 

10.706 

3 

29.34 

5 

24 

3 

9.000 

4i 

7f 

10.706 

3 

30.60 

4i 

19 

H 

9.766 

4| 

8 

12.087 

2| 

33.20 

Si 

24 

H 

10.563 

4^ 

8 

12.743 

2i 

35.92 

5 

21 

3| 

11.391 

4f 

8i 

13.544 

2f 

38.73 

5 

19 

31 

12.250 

4J 

8i 

15.068 

21 

41.65 

Si 

23 

31 

13.141 

5 

8i 

15.763 

2i 

44.68 

Si 

20 

3f 

14.063 

Si 

8i 

16.658 

2i 

47.82 

5 

18 

3| 

15.016 

Si 

8i 

17.572 

2i 

51.05 

4| 

17 

4 

16.000 

Si 

9 

19.267 

2f 

54.40 

Si 

20 

Lengths  of  Upset  Ends  above  are  best  adapted  for  use  with  Turnbuckles  of 
standard  length,  six  inches  between  heads,  as  shown  on  page  318,  and  with 
Clevises  shown  on  page  320.  Lengths  of  Upset  Ends  for  use  with  ordinary 
Right  and  Left  Nuts,  shown  on  page  319,  may  be  one  inch  shorter  than  above. 


316  CAMBRIA  STEEL. 


UPSET  SCREW  ENDS  FOR  FLAT  BARS. 


Width 
of  Bar. 

Thickness 
of  Bar. 

Diameter 
of  Upset. 

Area 

of 

Bar. 

Area 

at  Root  of 
Thread. 

Length 
of  Upset.  ' 

Add 

for 

Upset. 

A 

T 

B 

G 

Inches. 

Inch. 

Inches. 

Sq.  Inches. 

Sq.  Inches. 

Inches. 

Inches. 

2 

1 

2 

2.00 

2.30 

51 

6 

3 

7 

8 

2f 

2.63 

3.023 

6i 

lU 

3 

1 

2f 

3.00 

3.719 

6| 

lu 

3 

2f 

3.38 

4.159 

7 

lU 

3 

li 

2f 

3.75 

4.62 

7 

11 

3 

If 

2f 

4.13 

4.92 

7 

10 

3 

If 

3 

4.50 

5.43 

7 

10 

4 

3 

4 

2f 

3.00 

3.719 

6i 

I2i 

4 

7 

8 

2f 

3.50 

4.159 

7 

12 

4 

1 

2f 

4.00 

4.62 

7 

11 

4 

U 

3 

4.50 

5.43 

7 

11 

4 

If 

H 

5.00 

6.51 

71 
' 4 

11 

4 

If 

5.50 

6.51 

7i 

11 

4 

If 

3i 

6.00 

7.54 

71 

10 

4 

14 

3f 

6.50 

7.54 

71 

10 

4 

13 

^4 

31 

7.00 

8.64 

7i 

9| 

5 

3 

4 

2f 

3.75 

4.62 

7 

11 

5 

7 

8 

3 

4.38 

5.43 

7 

11 

5 

1 

3i 

5.00 

6.51 

7i 

m 

5 

If 

3f 

5.63 

6.51 

7i 

m 

5 

u 

3f 

6.25 

7.55 

7f 

n 

5 

If 

3f 

6.88 

8.64 

7f 

n 

5 

•^2 

3| 

7.50 

8.64 

7i 

n 

5 

If 

8.13 

9.99 

5 

If 

8.75 

9.99 

6 

H 

3| 

6.75 

8.64 

H 

10 

6 

U 

3f 

7.50 

8.64 

7f 

9 

6 

If 

8.25 

9.99 

6 

H 

9.00 

9.99 

For  dimensions  of  heads  corresponding  to  different-sized  pins,  see  table  of 
Eye  Bars  on  page  317. 

Shortest  length  of  bar  permissible  on  account  of  method  of  manufacture  is 
6'  0"  center  to  end. 

The  above  length  is  used  only  for  bars  having  heads  123^2^  diameter  or  less. 
When  possible  lengths  of  T 0"  are  preferred. 


CAMBRIA  STEEL. 


317 


STEEL  EYE  BARS. 


As  * Area  of  Excess  to  form  one  Head  = Plane  Area  of  Head  — AX. 
A.  = IT  R2  + (4  R2  - ^ j Tan. 9 - .0698  R^S. 

2R  + ^ _ Log.  7.940848  - 10. 


COS  0 = 


3R 


G = 


5Ab 


360 

‘ .0698  = 8.843855  - 10. 


■Width  of 
Body  of  Bar. 

Minimum 

Thickness. 

Diameter 
of  Head. 

Diameter 
of  Largest 
Pin  Hole. 

Sectional  Area  of 
the  Head  on 
Line  S — S in  Excess 

Additional  Length  of  Bar 
Beyond  Center  of  Eye  Re- 
quired to  Form  One  Head. 

A 

T 

E 

D 

of  that 

G 

Inches. 

Inch. 

Inches. 

Inches. 

in  Body  of  Bar. 

Inches. 

2 

4i 

i| 

33% 

71 

2 

2f 

a 

12i 

2J 

2| 

u 

9| 

6i 

3| 

u 

131 

3 

3 

4 

6^ 

2| 

u 

10| 

3 

3 

4 

8 

4 

u 

171 

3 

3 

4 

9 

5 

u 

221 

4 

3 

4 

9f 

4| 

u 

171 

4 

3 

4 

lOi 

5| 

u 

21 

4 

3 

4 

111 

61 

u 

271 

6 

3 

4 

111 

37% 

20 

5 

3 

4 

12| 

5f 

u 

24 

5 

1 

13 

6| 

u 

271 

5 

1 

14 

71 

a 

32 

6 

7 

8 

13| 

51 

a 

21| 

6 

7 

8 

141 

61 

u 

27 

6 

1 

15| 

7i 

u 

311 

7 

H 

151 

5f 

40% 

26 

7 

15 

16 

17 

71 

U 

32 

8 

1 

17 

H 

<( 

251 

8 

1 

18 

6f 

(t 

30i 

8 

1 

19 

8 

(( 

35 

9 

If 

19-1 

7 

u 

32| 

9 

U 

21| 

9 

u 

361 

9 

221 

10 

10 

If  1 

24i 

lOf 

The  size  of  head  given  is  the  size  of  die.  The  size  of  finished  head  will  overrun 
this  about  Eye  Bars  are  Hydraulic  Forged  without  the  addition  of 

extraneous  metal  and  without  buckles  or  welds.  The  heads  on  Eye  Bars  are 
fimshed  of  the  same  thickness  “X”  as  body  of  bar. 


318  CAMBKIA  STEEL. 


TURNBUCKLES. 

PRESSED  WROUGHT  IRON. 


The  Cleveland  City  Porge  and  Iron  Co. 
Dimensions  of  Bar. 


Diameter 
of  Screw. 

B 

Diameter 
of  Bar. 

Side  of 
Square  Bar. 

L 

T 

A 

E 

p 

H 

G 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

H 

7H 

A 

6 

A 

A 

lA 

H 

lE 

7A 

fi 

6 

Vs 

H 

IH 

H 

7H 

H 

6 

Vs 

H 

IH 

H 

7if 

fi 

6 

if 

A 

lA 

H 

k 

7Vs 

H 

6 

if 

A 

lA 

H 

H 

Hi 

and 

H 

8H 

IH 

6 

lA 

ii 

2 

Vs 

Vs 

% 

A 

m 

lA 

6 

IH 

Vs 

2H 

1 

1 

H 

a 

H 

^and 

H 

9 

IH 

6 

lA 

A 

2A 

IH 

IVs 

if 

H 

9H 

lif 

6 

lA 

H 

2A 

IH 

IH 

% 

u 

H 

if 

9H 

m 

6 

lA 

H 

2H 

IH 

iVs 

1 

a 

lA 

Vs 

u 

if 

lOH 

2A 

6 

IH 

H 

3A 

IH 

m 

IH 

lA 

1 

lOH 

2H 

6 

IH 

3A 

IH 

m 

IH 

lA 

IH 

lOH 

2A 

6 

2 

3H 

IH 

IH 

lA 

a 

IH 

lA 

ilH 

2H 

6 

2H 

3H 

2 

V/s 

1^ 

IH 

a 

lA 

iiH 

2if 

6 

2A 

if 

3H 

2H 

2 

IH 

lA 

IH 

12 

3 

6 

2H 

if 

4H 

2H 

2H 

IH 

a 

IH 

lA 

a 

IH 

12H 

3A 

6 

2H 

23 

32 

4H 

2H 

2H 

IH 

a 

Iff 

lA 

12H 

3H 

6 

2if 

if 

4H 

2H 

2Vs 

IH 

m 

IH 

13H 

3A 

6 

2H 

if 

4H 

2H 

2^ 

lit 

a 

2 

IH 

13H 

3H 

6 

3A 

U 

5H 

3 

2^ 

2iV 

a 

2H 

lif 

u 

IH 

13H 

3H 

6 

3H 

5A 

3 

2H 

2A 

m 

14H 

4H 

6 

3K 

if 

3H 

2% 

2H 

a 

2A 

2 

2A 

14H 

4A 

6 

3A 

lA 

6A 

3M 

3 

2% 

2H 

15 

4H 

6 

3H 

lA 

6H 

3H 

3K 

2A 

u 

2H 

2A 

15H 

4H 

6 

3H 

IH 

7 

4 

3M 

2if 

2H 

16H 

5H 

6 

3H 

lA 

7H 

4H 

3M 

3 

2H 

17H 

6 

4H 

lA 

8H 

5 

4 

3H 

2H 

18 

6 

6 

m 

IVs 

9H 

5H 

4^ 

3H 

3A 

21H 

6H 

9 

5 

IH 

lOH 

6 

4^ 

3H 

3H 

22^ 

6H 

9 

5H 

IM 

lOH 

6H 

4^ 

3H 

3H 

23H 

7H 

9 

5M 

2 

IIH 

6H 

5 

4H 

3A 

24 

7H 

9 

5H 

2H 

12 

6H 

Standard  Lengths,  6,  9,  12,  15,  18,  24,  36,  48  and  72  inches  between  heads  (A) 
for  all  sizes. 

Lengths  of  Upset  Ends  shown  on  pages  312  to  315  inclusive  are  those  best 
adapted  for  use  with  Turnbuckles  of  Standard  Lengths,  as  above. 

Dimensions  E,  F,  G and  H depend  upon  the  specifications  of  the  Bars  with 
which  the  Turnbuckles  are  to  be  used. 


CAMBKIA  STEEL.  319 


RIGHT  AND  LEFT  NUTS. 


Diam- 
eter of 

Le^th 

Length 

of 

Length 

of 

Diam- 
eter of 

Weight  of 

Of 

of 

One  Nut 

Screw. 

Upset. 

Bar. 

Spare  Bar. 

Nut. 

Thread. 

Hex. 

One  Nut. 

and  Two 
Screw 

B 

G 

A 

A 

L 

T 

W 

Ends. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Pounds. 

Ordinary 

Lengths. 

7 

8 

4i 

5 

8 

9 

16 

6 

lA 

If 

If 

4i 

1 

4i 

11 

16 

and  J 

f and 

a 

6 

1* 

If 

If 

4i 

u 

4f 

13 

16 

3 

4 

6i 

If 

2 

3 

7i 

u 

4f 

7 

8 

u 

15 

16 

13 

16 

6i 

If 

2 

3 

7i 

n 

5 

1 

u 

1* 

7 

8 

u 

15 

16 

7 

1^ 

As 

2f 

4f 

Hi 

H 

5 

U 

(( 

lA 

1 

7 

1^ 

As 

2| 

4f 

Ilf 

If 

5i 

li 

1-i- 

Ai6 

u 

If 

7i 

2* 

2f 

6f 

16i 

li 

6i 

Ai6 

i( 

A8 

li^ 

7i 

2* 

2f 

6f 

i6i 

If 

5i 

1* 

li 

(( 

1* 

8 

2A 

3i 

9i 

23i 

2 

6i 

li 

(( 

1-5- 

Ai6 

As 

8 

2* 

2i 

3i 

9i 

281 

2f 

2i 

5f 

As 

u 

m 

Ai6 

(( 

li 

81 

3i 

12i 

m 

5f 

A4 

u 

Iff 

1-5- 

Ai6 

8i 

2i 

3i 

12i 

21 

6 

As 

If 

{i 

itt 

9 

2f 

3i 

16f 

41i 

2f 

6 

Iff 

u 

2 

If 

9 

2f 

3f 

16f 

41i 

2| 

6i 

2* 

u 

2i 

113. 

Ai6 

u 

i| 

9i 

2if 

4i 

21i 

63i 

2f 

6i 

2A 

115 

Ai6 

9i 

015 

<^16 

4i 

2Ii 

53i 

2f 

6i 

2i 

u 

2A 

2 

(t 

2* 

10 

3A 

4i, 

26i 

66i 

3 

6i 

2f 

2i 

10 

8A 

4i’ 

26i 

66i 

3| 

6f 

9-S- 

^16 

tc 

2f 

2A 

lOJ 

3f 

5 

32 

81 

3i 

7 

013 

<>16 

2i 

11 

3f 

6| 

38i 

97i 

3| 

7i 

3 

2t6 

2i 

Hi 

013 

^T6 

5f 

6i 

45 

116 

4 

7i 

3i 

12 

53i 

138 

Extra 

li 

4f 

7 

S 

(( 

15 

16 

13 

16 

Lengths. 

2i 

2 

If 

4| 

13 

16 

3 

4 

8i 

1^ 

As 

2 

4 

9i 

li 

4f 

7 

8 

u 

15 

16 

13. 

16 

8i 

15 

As 

2 

4 

9i 

If 

5 

1 

u 

1* 

7 

S 

(( 

15 

16 

9 

1^ 

As 

2f 

6i 

15i 

li 

5 

li 

u 

lA 

1 

9 

1^ 

As 

2f 

6i 

15i 

If 

5i 

u 

lA 

u 

li 

As 

9i 

9 1 

2f 

8f 

21i 

If 

5i 

Ai6 

u 

If 

lA 

9i 

2A 

2f 

8f 

21i 

As 

6i 

1-L 

Ai6 

li 

u 

1_5_ 

Ai6 

10 

2A 

3i 

12i 

29i 

2 

6i 

A2 

u 

lA 

li 

10 

2A 

31 

12i 

29i 

For  Details  of  Upset  Ends,  see  pages  312  to  315  inclusive. 

Length  of  Upset  Ends  for  use  with  Right  and  Left  Nuts  may  be  made  one 
inch  shorter  than  the  dimensions  given  in  column  “G”  above. 


320  CAMBBIA  STEEL. 


steel  rods  of  60000  to  68000  pounds  tensile  strength  per  square  inch.  All  clevis  nuts 
with  diameter  ” 8 inches  or  larger  dimension  A.”  will  be  12  inches. 


DIMENSIONS  OF  RIVET  HEADS  AFTER  DRIVING. 

t"  nI  - nI' 


of  Rivet  + 

COUNTERSUNK  HEADS. 

Diameter  of  Countersunk  Head  same  as  Button  Head.  Angle  of  Countersink 
= 30°.  In  figuring  Clearances  for  Rivet  Heads  allow  for  Heights  as  follows: 
for  %"  rivets,  for  rivets.  All  dimensions  in  inches. 


CAMBRIA  STEEL.  821 


WEIGHTS,  DIMENSIONS  AND  SAFE  LOADS 
OF  CHAINS. 


As  given  by  Standard  Manufacturers. 


Size. 

Common  Coil. 

Crane. 

Stud  Link. 

Thickness  of 

Link  Bar. 

Length  of  Link. 

Width  of  Link. 

Approximate  Weight 
per  Foot. 

Safe  Load  in 

Thousand  Lbs. 

Length  of  Link. 

Width  of  Link. 

Approximate  Weight 
per  Foot. 

Safe  Load  in 

Thousand  Lbs. 

Length  of  Link. 

Width  of  Link. 

Approximate  Weight 

per  Foot.  j 

Safe  Load  in 

Thousand  Lbs. 

Ins. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

IK 

Vb 

.46 

.5 

Va 

IK 

.75 

.8 

A 

IK 

IK 

1.10 

1.3 

Vs 

2K 

IK 

1.55 

1.8 

16 

2K 

IH 

2.00 

2.3 

Vi 

2K 

IK 

2.60 

3.3 

3 

IK 

2.3 

4.8 

2K 

2K 

3.25 

4.0 

3K 

2 

3.0 

5.9 

3K 

2K 

4.00 

4.8 

3K 

2K 

4.0 

6.9 

3K 

2K 

4.0 

6.3 

ii 

4 

2K 

4.8 

8.5 

Ya 

3K 

2H 

5.90 

6.8 

3K 

2K 

6.3 

9.6 

4K 

2K 

5.7 

10.1 

4K 

3 

6.7 

11.9 

Vb 

4K 

3K 

8.0 

9.3 

4K 

2K 

8.0 

13.5 

5 

3K 

7.3 

14.0 

tI 

5K 

3K 

8.5 

15.8 

1 

5 

3K 

10.0 

12.0 

4K 

3K 

10.0 

17.0 

5K 

3K 

9.8 

18.0 

IVb 

5K 

4 

13.0 

14.5 

5K 

3K 

13.0 

21.5 

6K 

4K 

12.5 

22.8 

6K 

4K 

15.0 

19.5 

5K 

4K 

16.0 

27.0 

7K 

4K 

15.2 

28.1 

IYb 

6^ 

4]^ 

19.0 

31.0 

7K 

4K 

18.8 

34.0 

7K 

5 

23.0 

36.0 

8K 

5K 

22.0 

40.5 

lY 

7K 

5K 

28.0 

41.5 

9K 

5K 

26.0 

47.5 

1% 

8K 

5K 

31.0 

44.8 

10 

6K 

29.2 

55.1 

IK 

9K 

6K 

35.0 

51.3 

lOK 

6K 

34.2 

63.3 

2 

lOK 

6K 

40.0 

58.3 

UK 

7K 

40.0 

72.0 

2K 

lOK 

7K 

47.0 

65.8 

12 

7K 

44.2 

81.3 

2K 

UK 

7K 

53.0 

73.7 

13 

8K 

50.0 

91.1 

2K 

12 

8 

58.5 

82.0 

13K 

8K 

54.2 

101.5 

2K 

12K 

8K 

65.0 

90.9 

14 

9 

60.0 

112.5 

Safe  Loads  based  on  one-half  Proof  Test,  or  one-fourth  of  the  approximate 
breaking  load  of  chain. 


322  CAMBRIA  STEEL. 


BRIDGE  PINS,  NUTS  AND  PILOT  NUTS. 


All  Threads  8 per  inch. 


Nominal 
Diameter 
of  Pin. 

Turned 
Diameter 
of  Pin. 

Diameter 

of 

Thread. 

Short 
Diameter 
of  Nut. 

Long 
Diameter 
of  Nut. 

Diameter 
of  Holes 
in  Eye  Bars. 

D 

P 

A 

G 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

1^ 

2 

2^ 

D + iJ^ 

IH 

m 

2y2 

234 

“ 4-  jhjs 

2 

2H 

234 

2^ 

m 

3 

334 

“ +ThjS 

2V2 

2^ 

2 

3 

334 

“ H-iSu 

2H 

2H 

2 

3H 

4^ 

“ +T§U 

3 

2H 

2 

33^ 

“ +Th 

3^ 

3^ 

2H 

4 

4H 

“ +Th 

3H 

3i^ 

2H 

4 

4H 

“ 4-T^U 

3^ 

3H 

2H 

4H 

5^ 

“ +T^U 

4 

3H 

3 

4>^ 

5^ 

“ + r^u 

4^ 

4A 

3H 

5 

5if 

“ "I" 

4>^ 

4tV 

3M 

5 

5il 

“ +ih 

4^ 

4H 

4 

53^ 

634 

“ +T§U 

5 

4H 

4 

53^ 

634 

5H 

5^ 

4 

6 

m 

“ + tBu 

5^ 

5i^ 

4 

6 

6H 

“ + XOU 

5^ 

5H 

4 

634 

734 

“ 

6 

5H 

4 

634 

734 

“ + 

6K 

6A 

4 

7 

834 

“ + I5U 

6tV 

4 

7 

834 

“ +Tgu 

6^ 

6H 

4 

734 

8H 

7 

m 

4 

734 

8ii 

“ +fh 

Allow  excess  for  each  eye  bar  packed  on  the  pin. 


COLD  ROLLED  STEEL  COTTER  PINS. 


Dimensions  of  Pin  in  Inches. 


Diameter  of 
Pin. 

D 1 

2 |2M 

234 

2m|3 

3}4 

334  4 

Diameter  of 
Reduced  Point. 

P 34 

134 

134  134 

134  2 

234 

234  234  3 

334 

334  334 

Lengths  of 
Ends. 

1 A A 

A 1 

34  34 

34 1 34 

34 

34  34  34 

34 

34  34 

Diameter  of 
Cotter. 

C A 

ire  1 ire  1 

34  34 

34 

34  34  34 

34 

34  34 

Diameter  of 

Pin  Hole. 

1 ‘*1 

lire 

lA  IH 

2*  2^ 

2^ 

211  3^  3^ 

3A 

1 m 4^ 

CAMBRIA  STEEL. 


823 


LATERAL  PINS. 


Rough 
Diameter 
of  Pin. 

Nominal 
Diameter 
of  Pin. 

Finished 
Diameter 
of  Pin. 

Reduced 

Point. 

Short 
Diameter 
of  Nut. 

Long 
Diameter 
of  Nut. 

Diameter 

of 

Thread. 

Diameter 

of 

Cotter  Pin. 

G 

N 

D 

P 

T 

R 

F 

C 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

IH 

IM 

lA 

1 

IVs 

m 

1 

IH 

m 

1^ 

IH 

2 

2^ 

U 

2 

IH 

IH 

2H 

2% 

m 

U 

2^ 

2 

m 

2H 

2Vs 

iH 

a 

2H 

2^ 

2 

2^ 

2% 

m 

H 

2% 

2^ 

2i^ 

2H 

3H 

4^ 

2 

3 

2% 

2H 

2H 

3H 

4i^ 

2 

u 

3^ 

3 

2if 

2H 

3^ 

4^ 

2 

“ 

3H 

3K 

3i^ 

3 

4H 

5A 

2y2 

u 

3^ 

3^ 

3iV 

3M 

4H 

5^ 

2H 

a 

4 

3M 

3H 

3H 

4^ 

5A 

2V2 

D 

P 

= N-M" 

COUNTER  AND  LATERAL  RODS. 
SOLID  OR  UPSET  EYES. 


BOUND  BARS.  SQUARE  BARS. 


Diameter 

of 

Bar. 

Diameter 
of  Largest 
Head. 

Diameter 
of  Largest 
Pin. 

Add 
for  One 
Head. 

Side  of 
Square 
Bar. 

Diameter 
of  Largest 
Head. 

Diameter 
of  Largest 
Pin. 

Add 
for  One 
Head. 

A 

E 

D 

A 

E 

D 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

y% 

2H 

IH 

9 

1 

434 

234 

16 

1 

2M 

18 

134 

434 

2^ 

14 

VA 

4M 

2K 

16 

m 

5 

2y 

1834 

1^ 

5 

2H 

20^ 

5 

2H 

1634 

5 

2H 

18^ 

ly 

534 

3 

18 

5y2 

3 

20 

m 

534 

3 

1634 

m 

5y2 

3 

18^ 

m 

6 

334 

18 

IH 

6 

3y 

21 

m 

6 

334 

1634 

6 

3H 

193^ 

2 

ey 

334 

1834 

2 

6y 

3y2 

2134 

2H 

634 

334 

17 

2y8 

ey 

3y2 

20 

2H 

734 

4 

2134 

2y 

7^ 

4 

2434 

2^ 

734 

4 

1934 

2^ 

7H 

4 

22M 

234 

8 

4 

2234 

2y 

8 

4 

25y 

2^ 

8 

4 

21 

2y8 

8 

4 

24 

2H 

8 

4 

1934 

2H 

8 

4 

22y 

134 

534 

3^ 

23 

134 

534 

3^ 

23 

ly 

5M 

3^ 

20 

jy 

6 

3^ 

20 

y 

334 

234 

1^ 

434 

234 

is 

For  details  of  upset  screw  ends  for  round  and  square  bars  see  pages  312  to  315. 


826 


CAMBRIA  STEEL. 


STANDARD  STEEL  WIRE  NAILS  AND  SPIKES. 

Sizes,  Lengths  and  Approximate  Number  per  Pound. 


Size. 

Length. 

Common. 

Common  Brads. 

Flooring  Brads. 

Finishing. 

.s’ 

J 

Smooth  or 

Barbed  Box. 

Slating. 

Shingle. 

Barbed 

Car. 

Diameter. 

No. 

per 

Lb. 

Heavy. 

Light. 

Ins. 

W.& 

H.6. 

Inch. 

2d 

1 

15 

.072 

876 

876 

1351 

1010 

1010 

411 

3d 

1^ 

14 

.080 

568 

568 

807 

635 

635 

225 

568 

4d 

134 

1234 

.099 

316 

316 

584 

473 

473 

187 

274 

165 

274 

5d 

IH 

123^ 

.099 

271 

271 

500 

406 

406 

142 

235 

118 

142 

6d 

2 

113^ 

.113 

181 

181 

157 

309 

236 

236 

103 

204 

103 

124 

7d 

2H 

113^ 

.113 

161 

161 

139 

238 

210 

210 

139 

76 

92 

8d 

2H 

lOH 

.131 

106 

106 

99 

189 

145 

145 

125 

69 

82 

9d 

2H 

I03i 

.131 

96 

96 

90 

172 

132 

132 

114 

54 

62 

lOd 

3 

9 

.148 

69 

69 

69 

121 

94 

94 

83 

50 

57 

12d 

3M 

9 

.148 

63 

63 

54 

113 

87 

88 

42 

50 

16d 

334 

8 

.162 

49 

49 

43 

90 

71 

71 

35 

43 

20d 

4 

6 

.192 

31 

31 

31 

62 

52 

52 

26 

31 

30d 

434 

5 

.207 

24 

24 

46 

46 

24 

28 

40d 

5 

4 

.225 

18 

18 

35 

35 

18 

21 

50d 

534 

3 

.244 

14 

14 

15 

17 

60d 

6 

2 

.263 

11 

11 

13 

15 

Size. 


2d  Ex,  Fine 
2d 

3d  Ex.  Fine 
3d 

4d 

5d 

6d 

7d 

8d 

9d 

lOd 

12d 

16d 

20d 

30d 

40d 

50d 

60d 


Ins. 


¥4. 

% 

1 

1 

IVs 

IH 

m 

IH 

2 

2H 

23^ 

2H 

3 

SH 

33^ 

4 

434 

5 

6 

7 

8 
9 

10 

12 


Hinge. 

Fence. 

Clinch. 

Fine. 

Lining. 

Barbed 

Roofing. 

Barrel. 

Tobacco. 

Wire  Spikes. 

i 

w 

5 

Diameter. 

No. 

per 

Lb. 

W.& 
M.  G. 

Inch. 

1615 

1346 

906 

274 

235 

157 

139 

99 

90 

69 

6 

6 

5 

4 

3 

2 

1 

1 

.192 

.192 

.207 

.225 

.244 

.263 

.283 

.283 

Vs 

Vs 

41 

38 

30 

23 

17 

13 

10 

8 

7 

6 

5 

4 

3 

2077 

1781 

714 

469 

1560 

1351 

1015 

778 

710 

1558 

411 

365 

251 

230 

176 

151 

103 

775 

700 

568 

400 

357 

429 

50 

82 

142 

124 

92 

82 

62 

50 

40 

30 

23 

274 

235 

157 

139 

99 

90 

69 

62 

49 

37 

473 

38 

■36” 

12" 

11 

10 

9 

62 

‘so’ 

‘ 25 ' 
23 
22 
19 

CAMBRIA  STEEL. 


327 


MISCELLANEOUS  STEEL  WIRE  NAILS. 

Approximate  Number  per  Pound. 


'Washburn 
& Moen 
Gauge. 

Diameter 
in  Inches. 

000 

.362 

00 

.331 

0 

.307 

1 

.283 

2 

.263 

3 

.244 

4 

.225 

5 

.207 

6 

.192 

7 

.177 

8 

.162 

9 

.148 

10 

.135 

11 

.120 

12 

.105 

13 

.092 

14 

.080 

15 

.072 

16 

.063 

17 

.054 

18 

.047 

19 

.041 

20 

.035 

21 

.032 

22 

.028 

Length  in  Inches. 


A 

i 

i 

i 

f 

I 

i 

1 

U 

H 

li 

28 

23 

33 

27 

38 

32 

57 

50 

45 

38 

65 

58 

52 

44 

100 

87 

76 

67 

60 

50 

120 

104 

90 

80 

72 

60 

211 

169 

141 

121 

106 

94 

85 

71 

247 

197 

164 

141 

123 

111 

99 

82 

299 

239 

200 

171 

149 

133 

120 

100 

345 

275 

229 

197 

172 

153 

137 

115 

414 

331 

276 

236 

207 

184 

165 

138 

663 

496 

397 

333 

283 

248 

220 

198 

165 

837 

628 

502 

418 

359 

314 

279 

251 

209 

1096 

822 

658 

548 

469 

411 

365 

329 

274 

1429 

1072 

857 

714 

613 

536 

476 

429 

357 

2840 

1893 

1420 

1136 

947 

811 

710 

631 

568 

473 

3504 

2336 

1752 

1402 

1168 

1001 

876 

778 

701 

584 

4571 

3048 

2280 

1828 

1523 

1305 

1143 

1015 

913 

761 

6233 

4156 

3116 

2495 

2077 

1781 

1558 

1385 

1246 

1038 

8276 

5517 

4138 

3310 

2758 

2364 

2069 

1839 

1655 

1379 

10668 

7112 

5334 

4267 

3556 

2933 

2667 

2370 

2133 

1778 

20000 

15000 

10000 

7500 

6000 

5000 

4400 

3750 

3333 

3000 

23702 

17777 

11850 

8888 

7111 

5926 

5079 

4444 

30476 

22856 

15237  1 

11428 

9143 

7618 

Length  in  Inches. 


•s®  § 

If 

2 

24 

24 

2f 

3 

34 

4 

44 

5 

6 

7 

8 

9 

10 

000 

.362 

20 

17 

16 

14 

13 

12 

10 

9 

8 

7 

6 

5 

4^ 

4 

3H 

00 

.331 

23 

20 

18 

16 

15 

14 

12 

10 

9 

8 

7 

6 

5 

4^ 

4 

0 

.307 

27 

24 

21 

19 

17 

16 

14 

12 

10 

9 

8 

7 

6 

r 

4M 

1 

.283 

32 

28 

25 

23 

21 

19 

16 

14 

13 

11 

10 

8 

7 

1 

5^ 

2 

.263 

37 

32 

29 

26 

24 

22 

19 

16 

14 

13 

11 

9 

8 

7 

6K 

3 

.244 

43 

38 

34 

30 

28 

25 

22 

19 

17 

15 

13 

11 

10 

8 

7^ 

4 

.225 

51 

45 

40 

36 

33 

30 

26 

23 

20 

18 

15 

13 

11 

10 

9 

5 

.207 

60 

53 

47 

42 

39 

35 

30 

26 

24 

21 

18 

15 

6 

.192 

71 

62 

55 

50 

45 

41 

35 

31 

28 

25 

21 

18 

7 

.177 

85 

75 

67 

60 

54 

50 

43 

37 

33 

30 

25 

8 

.162 

98 

86 

76 

69 

62 

57 

49 

43 

39 

35 

29 

9 

.148 

118 

103 

92 

82 

75 

69 

59 

52 

46 

41 

10 

.135 

142 

124 

no 

99 

90 

83 

71 

62 

55 

50 

11 

.120 

179 

157 

139 

125 

114 

105 

90 

79 

70 

w.am 

1 0 

12 

.105 

235 

204 

182 

164 

149 

137 

117 

103 

Gauge. 

JL 1 

13 

.092 

306 

268 

238 

214 

195 

178 

153 

14 

.080 

406 

350 

315 

284 

258 

236 

000 

su 

3 

15 

.072 

500 

438 

389 

350 

00 

3^ 

16 

.063 

653 

571 

508 

0 

4H 

4 

17 

.054 

890 

779 

1 

5 

il4 

18 

.047 

1182 

2 

6 

5^ 

These  approximate  numbers  are  an  average  only,  and  the  figures  given  may 
be  varied  either  way,  by  changes  in  the  dimensions  of  heads  or  points.  Brads 
and  no-head  nails  will  have  more  to  the  pound  than  table  shows,  and  large  or 
thick-headed  nails  will  have  less. 


328  CAMBKIA  STEEL. 


CUT  STEEL  NAILS  AND  SPIKES. 

Sizes,  Lengths,  and  Approximate  Number  per  Pound. 


Sizes. 

Length. 

Inches. 

Common. 

Clinch. 

Finishing. 

Casing 

and  Box. 

Fencing. 

Spikes. 

2d 

1 

740 

400 

1100 

3d 

460 

260 

880 

4d 

280 

180 

530 

420 

5d 

210 

125 

350 

300 

100 

6d 

2 

160 

100 

300 

210 

80 

7d 

2^ 

120 

80 

210 

180 

60 

8d 

2^ 

88 

68 

168 

130 

52 

9d 

2% 

73 

52 

130 

107 

38 

lOd 

3 

60 

48 

104 

88 

26 

12d 

3^ 

46 

40 

96 

70 

20 

16d 

33^ 

33 

34 

86 

52 

18 

17 

20d 

4 

23 

24 

76 

38 

16 

14 

25d 

4^ 

20 

30d 

4H 

WA 

30 

11 

40d 

5 

12 

26 

9 

50d 

53^ 

10 

20 

7A 

60d 

6 

8 

16 

6 

6^ 

5^ 

7 

5 

Sizes. 

Length. 

Inches, 

■* 

Barrel. 

Light 

Barrel. 

Slating. 

Sizes. 

Length. 

Inches. 

Flat  Grip. 

Fine. 

Edge  Grip. 

Fine. 

750 

H 

1462 

H 

600 

Vs 

1300 

Vs 

500 

2d 

1 

1100 

960 

2d 

1 

450 

340 

3d 

IK 

800 

750 

IVs 

310 

400 

4d 

IK 

650 

600 

3d 

IH 

280 

304 

280 

1^ 

210 

Tobacco. 

Brads. 

Shingle. 

4d 

IK 

190 

224 

220 

5d 

IH 

180 

130 

6d 

2 

97 

120 

7d 

2H 

85 

94 

8d 

2K 

68 

74 

90 

9d 

2H 

58 

62 

72 

lOd 

3 

48 

50 

60 

12d 

3K 

40 

16d 

3K 

27 

CAMBRIA  STEEIi.  829 

SQUARE  BOAT  SPIKES. 

Approximate  Number  in  a Keg  of  200  Pounds. 


Length  of  Spike — Inches. 


Inch. 

8 

4 

5 

6 

7 

8 

9 

10 

11 

12 

14 

16 

3000 

2375 

2050 

1825 

1660 

1360 

1230 

1175 

990 

880 

Vb 

1320 

1140 

940 

800 

650 

600 

525 

475 

600 

590 

510 

400 

360 

320 

230 

H 

450 

375 

335 

300 

275 

260 

240 

Vs 

260 

240 

220 

205 

190 

175 

160 

RAILROAD  SPIKES. 


Size  Measured 

Under  Head. 

Average 

Number  per  Keg 

Quantity  of  Spikes  per  Mile  of 
Single  Track.  Ties  2 feet  c.  to  c. 

4 Spikes  per  Tie. 

Rail  Used. 

Weight  per  Yard. 

Inches. 

of  200  Pounds. 

Pounds. 

Kegs. 

Pounds. 

300 

7040 

35| 

75  to  100 

375 

5870 

29H 

45  “ 75 

5 X^ 

400 

5170 

26 

40  “ 56 

5 XH 

450 

4660 

23^ 

35  “ 40 

4HXH 

530 

3960 

20 

30  « 35 

4 xy2 

600 

3520 

17M 

25  “ 35 

4HX^ 

680 

3110 

15^ 

20  “ 30 

4 X^ 

720 

2910 

m 

20  “ 30 

3HX^ 

900 

2350 

11 

16  “ 25 

4 XVs 

1000 

2090 

10^ 

16  “ 25 

31^  X^ 

1190 

1780 

9 

16  “ 20 

3 XVs 

1240 

1710 

83^ 

16  “ 20 

23^  X^ 

1342 

1575 

VA 

8 “ 16 

330 


CAMBRIA  STEEL. 


WROUGHT-IRON  WELDED  STEAM,  GAS  AND  WATER  PIPE. 
Table  of  Standard  Sizes  and  Dimensions  by  American  Tube  and  Iron  Co. 


Nominal 

Inside 

Diameter. 

Actual 

Inside 

Diameter. 

Actual 

Outside 

Diameter. 

Thickness. 

Nominal 
Weight 
per  Foot. 

CrRCUMFEIlEN  CE. 

LENGTH  PER  SCIUARE 
FOOT  0-F  SURFACE. 

Internal. 

External. 

Inside. 

Outside. 

Inches. 

Inches. 

Inohra. 

Inches. 

Pounds. 

Inches. 

Inches. 

Feet. 

Feet. 

Vs 

.27 

.405 

.07 

.24 

.84 

~n7~ 

14.15 

9.44 

M 

.36 

.54 

.08 

.42 

1.14 

1.69 

10.50 

7.07 

Vs 

.49 

.675 

.09 

.56 

1.55 

2.12 

7.67 

5.65 

Vt. 

.62 

.84 

.10 

.84 

1.95 

2.65 

6.13 

4.50 

Va. 

.82 

1.05 

.11 

1.12 

2.58 

3.29 

4.63 

3.63 

1 

1.04 

1.315 

.13 

1.67 

3.29 

4.13 

3.67 

2.90 

1.38 

1.66 

.14 

2.24 

4.33 

5.21 

2.76 

2.30 

1.61 

1.9 

.14 

2.68 

5.06 

5.96 

2.37 

2.01 

2 

2.06 

2.375 

.15 

3.61 

6.49 

7.46 

1.84 

1.61 

2H 

2.46 

2.875 

.20 

5.74 

7.75 

9.03 

1.54 

1.32 

3 

3.06 

3.5 

.21 

7.54 

9.63 

10.96 

1.24 

1.09 

3H 

3.56 

4. 

.22 

9.00 

11.14 

12.56 

1.07 

.95 

4 

4.02 

4.5 

.23 

10.66 

12.64 

14.13 

.94 

.84 

4.50 

5. 

.24 

12.34 

14.15 

15.70 

.84 

.76 

5 

5.04 

5.56 

.25 

14.50 

15.84 

17.47 

.75 

.69 

6 

6.06 

6.625 

.28 

18.76 

19.05 

20.81 

.63 

.57 

7 

7.02 

7.625 

.30 

23.27 

22.06 

23.95 

.54 

.50 

8 

7.98 

8.625 

.32 

28.18 

25.07 

27.09 

.47 

.44 

9 

9.00 

9.625 

.34 

33.70 

28.27 

30.43 

.42 

.39 

10 

10.01 

10.75 

.36 

40.06 

31.47 

33.77 

.38 

.35 

11 

11.00 

11.75 

.37 

45.00 

34.55 

36.91 

.34 

.32 

12 

12.00 

12.75 

.37 

49.00 

37.70 

40.05 

.32 

.30 

13 

13.25 

14. 

.37 

54.00 

41.62 

43.98 

.29 

.27 

14 

14.25 

15. 

.37 

58.00 

44.76 

47.12 

.27 

.25 

15 

15.40 

16. 

.28 

66.00 

48.48 

50.26 

.25 

.24 

16 

16.40 

17. 

.30 

70.00 

51.52 

53.41 

.23 

.23 

17 

17.30 

18. 

.34 

75.00 

54.41 

56.55 

.22 

.21 

Nominal 

Inside 

Diameter. 

Internal 

Area. 

External 

Area. 

Length  Con- 
taining 

1 Cubic  Foot. 

No.  of 
Threads 
per 

Contents  of 
One  Foot 
in  Length. 

SOCKETS  ON  PIPE. 

Outside 

Diameter. 

Length. 

Inches. 

Sq.  Inches. 

Sq.  Inches. 

Feet. 

Inch. 

Gallons. 

Inches. 

Inches, 

Vs 

.06 

.12 

2500. 

27 

.002 

.60 

.81 

H 

.10 

.22 

1385. 

18 

.002 

.78 

1.00 

Vs 

.19 

.35 

751.5 

18 

.005 

.91 

1.10 

V2 

.30 

.55 

472.4 

14 

.010 

1.10 

1.31 

.53 

.86 

270. 

14 

.023 

1.34 

1.56 

1 

.86 

1.35 

166.9 

.040 

1.66 

1.75 

1.49 

2.16 

96.25 

IIH 

.063 

2.00 

1.94 

2.03 

2.83 

70.65 

IIH 

.091 

2.28 

2.19 

2 

3.35 

4.43 

42.36 

1134 

.163 

2.81 

2.31 

2H 

4.78 

6.49 

30.11 

8 

.255 

3.28 

2.70 

3 

7.38 

9.62 

19.49 

8 

.367 

4.02 

3.00 

3H 

9.83 

12.56 

14.56 

8 

.500 

4.50 

3.12 

4 

12.73 

15.90 

11.31 

8 

.652 

5.10 

3,12 

43^ 

15.93 

19.63 

9.03 

8 

.826 

5.53 

3.12 

5 

19.99 

24.29 

7.20 

8 

1.02 

6.25 

3.70 

6 

28.88 

34.47 

4 98 

8 

1.46 

7.34 

3.70 

7 

38.73 

45.66 

3.72 

8 

2.00 

8.34 

4.31 

8 

50.03 

58.42 

2.88 

8 

2.61 

9.44 

4.56 

9 

63.63 

73.71 

2.26 

8 

3.30 

10.47 

5.75 

10 

78.83 

90.79 

1.80 

8 

4.08 

11.50 

6.25 

11 

95.03 

108.43 

1.50 

8 

4.93 

12 

113.09 

127.67 

1.27 

8 

5.87 

13.78 

6.25 

13 

137.88 

153.94 

1 04 

8 

6.89 

14 

159.48 

176.71 

.90 

8 

8.00 

15 

187.04 

201.06 

.77 

8 

9.18 

16 

211.24 

226.98 

.68 

8 

10.44 

17 

235.61 

254.47 

.61 

8 

11.79 

CAMBRIA  STEEL. 

MANUFACTURERS^  STANDARD 
SPECIFICATIONS. 

Revised  to  February  6,  1903. 


331 


STRUCTURAL  STEEL. 


PROCESS  OF  MANUFACTURE. 


1.  Steel  may  be  made  by  either  the  Open-hearth  or  Bessemer 
process. 


TESTING  AND  INSPECTION. 


2.  All  tests  and  inspections  shall  be  made  at  the  place  of  manu- 
facture prior  to  shipment. 

TEST  PIECES. 

3.  The  tensile  strength,  limit  of  elasticity  and  ductility,  shall 
be  determined  from  a standard  test  piece  cut  from  the  finished 
material.  The  standard  shape  of  the  test  piece  for  sheared  plates 
shall  be  as  shown  by  the  following  sketch: 


About  3" 
^ ^ 


Not  less  than  9" 



^-1-  >j<--  Etc. 

About  18-'- 


—K 

About  2'^ 
— 1 


Piece  to  be  the  same  thickness  as  the  plate. 


On  tests  cut  from  other  material  the  test  piece  may  be  either  the 
same  as  for  sheared  plates,  or  it  may  be  planed  or  turned  parallel 
throughout  its  entire  length,  and  in  all  cases  where  possible,  two 
opposite  sides  of  the  test  piece  shall  be  the  rolled  surfaces.  The 
elongation  shall  be  measured  on  an  original  length  of  8 inches, 
except  as  modified  in  section  12,  paragraph  c.  Rivet  rounds  and 
small  bars  shall  be  tested  of  full  size  as  rolled. 

Two  test  pieces  shall  be  taken  from  each  melt  or  blow  of 
finished  material,  one  for  tension  and  one  for  bending;  but  in  case 
either  test  develops  flaws,  or  the  tensile  test  piece  breaks  outside 
of  the  middle  third  of  its  gauged  length,  it  may  be  discarded  and 
another  test  piece  substituted  therefor. 


332  CAMBKIA  STEEL. 


ANNEALED  TEST  PIECES. 

4.  Material  which  is  to  be  used  without  annealing  or  further 
treatment  shall  be  tested  in  the  condition  in  which  it  comes  from 
the  rolls.  When  material  is  to  be  annealed  or  otherwise  treated 
before  use,  the  specimen  representing  such  material  shall  be 
similarly  treated  before  testing. 


MARKING. 

5.  Every  finished  piece  of  steel  shall  be  stamped  with  the  blow 
or  melt  number,  and  steel  for  pins  shall  have  the  blow  or  melt 
number  stamped  on  the  ends.  Rivet  and  lacing  steel,  and  small 
pieces  for  pin  plates  and  stiffeners,  may  be  shipped  in  bundles 
securely  wired  together,  with  the  blow  or  melt  number  on  a 
metal  tag  attached. 


FINISH. 

6.  Finished  bars  shall  be  free  from  injurious  seams,  flaws  or 
cracks,  and  have  a workmanlike  finish. 


CHEMICAL  PROPERTIES. 

7a.  Steel  for  Buildings, 

Train  Sheds, 

Highwa^y  Bridges 
and  similar 
structures. 

7&.  Steel  for  Railway 
Bridges. 


Maximum  Phosphorus  .10  per  cent. 


I Maximum  Phosphorus  .08  per  cent. 


PHYSICAL  PROPERTIES. 

8.  Structural  Steel  shall  be  of  three  grades.  Rivet,  Railway 
Bridge  and  Medium. 


RIVET  STEEL. 


9.  Ultimate  strength,  48,000  to  58,000  pounds  per  square  inch. 
Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

r.  . , . 1,400,000 

Percentage  of  elongation,  ultimate  strengTh 

Bending  test,  180  degrees  flat  on  itself,  without  fracture  on 
outside  of  bent  portion. 


CAMBRIA  STEEL.  383 


STEEL  FOR  RAILWAY  BRIDGES. 

10.  Ultimate  strength,  55,000  to  65,000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

T.  r 1 • 1,400,000 

Percentage  of  elongation,  ultimate  streiiiih ' 

Bending  test,  180  degrees  to  a diameter  equal  to  thickness  of 
piece  tested,  without  fracture  on  outside  of  bent  portion. 

MEDIUM  STEEL. 

11.  Ultimate  strength,  60,000  to  70,000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

T.  . r 1 1,400,000 

Percentage  of  elongation,  ultimate  strength’ 

Bending  test,  180  degrees  to  a diameter  equal  to  thickness  of 
piece  tested,  without  fracture  on  outside  of  bent  portion. 

MODIFICATIONS  IN  ELONGATION  FOR  THIN  AND 
THICK  MATERIAL. 

12.  For  material  less  than  -fg  inch,  and  more  than  f inch  in 
thickness,  the  following  modifications  shall  be  made  in  the 
requirements  for  elongation: 

a.  For  each  increase  of  J inch  in  thickness  above  f inch,  a 
deduction  of  1 per  cent,  shall  be  made  from  the  specified  elonga- 
tion, except  that  the  minimum  elongation  shall  be  20  per  cent,  for 
eye-bar  material  and  18  per  cent,  for  other  structural  material. 

b.  For  each  decrease  of  ^ inch  in  thickness  below  yq  inch,  a de- 
duction of  2|  per  cent,  shall  be  made  from  the  specified  elongation. 

c.  In  rounds  of  f inch  or  less  in  diameter,  the  elongation  shall 
be  measured  in  a length  equal  to  eight  times  the  diameter  of 
section  tested. 

d.  For  pins  made  from  any  of  the  before-mentioned  grades  of 
steel,  the  required  elongation  shall  be  5 per  cent,  less  than  that 
specified  for  each  grade,  as  determined  on  a test  piece,  the  center 
of  which  shall  be  one  inch  from  the  surface  of  the  bar. 

VARIATION  IN  WEIGHT. 

13.  The  variation  in  cross-section  or  weight  of  more  than  2| 
per  cent,  from  that  specified  will  be  sufficient  cause  for  rejection, 
except  in  the  case  of  sheared  plates  which  will  be  covered  by  the 
following  permissible  variations: 


334  CAMBRIA  STEEL. 


a.  Plates  12|  pounds  per  square  foot  or  heavier,  up  to  100 
inches  wide,  when  ordered  to  weight,  shall  not  average  more  than 
2^  per  cent,  variation  above  or  2f  per  cent,  below  the  theoretical 
weight.  When  100  inches  wide  and  over,  5 per  cent,  above  or 
5 per  cent,  below  the  theoretical  weight. 

h.  Plates  under  12J  pounds  per  square  foot  when  ordered  to 
weight,  shall  not  average  a greater  variation  than  the  following: 

Up  to  75  inches  wide,  2J  per  cent,  above  or  2J  per  cent,  below 
the  theoretical  weight.  75  inches  wide  up  to  100  inches  wide, 
5 per  cent,  above  or  3 per  cent,  below  the  theoretical  weight. 
When  100  inches  wide  and  over,  10  per  cent,  above  or  3 per  cent, 
below  the  theoretical  weight. 

c.  For  all  plates  ordered  to  gauge,  there  will  be  permitted  an 
average  excess  of  weight  over  that  corresponding  to  the  dimen- 
sions on  the  order  equal  in  amount  to  that  specified  in  the  follow- 
ing table: 

TABLE  OF  ALLOWANCES  FOR  OVERWEIGHT 
FOR  RECTANGULAR  PLATES  WHEN 
ORDERED  TO  GAUGE. 

Plates  will  be  considered  up  to  gauge  if  measuring  not  over  inch 
less  than  the  ordered  gauge. 

The  weight  of  one  cubic  inch  of  rolled  steel  is  assumed  to  be 
0.2833  pound. 


PLATES  i"  AND  OVER  IN  THICKNESS. 


THICKNESS  OF 
PLATE. 

Inch. 

WIDTH  OP  PLATE. 

Up  to  75  Inches. 
Per  Cent. 

75  to  100  Inches. 
Per  Cent. 

Over  100  to  115  Ins. 
Per  Cent. 

Over  115  Inches. 
Per  Cent. 

1 

4 

10 

14 

18 

A 

8 

12 

16 

, . 

3 

8 

7 

10 

13 

17 

A 

6 

8 

10 

13 

1 

2 

5 

7 

9 

12 

A 

8i 

11 

5 

8 

4 

6 

8 

10 

Over  I 

3i 

5 

6§ 

9 

PLATES  UNDER  i"  IN  THICKNESS. 


THICKNESS  OF  PLATE. 

WIDTH  OF  PLATE. 

Inch. 

Up  to  50  Inches. 

Per  Cent. 

50  to  70  Inches. 

Per  Cent. 

Over  70  Inches. 

Per  Cent. 

1 up  to  A 

_5_  (i  ^ 

3 2 16 

3 <<  1 

16  4 

10 

7 1 

15 

12i 

\ 10 

20 

17 

15 

CAMBRIA  STEEL. 


335 


STRUCTURAL  CAST  IRON. 

1.  Except  when  chilled  iron  is  specified,  all  castings  shall  be 
tough  gray  iron,  free  from  injurious  cold-shuts  or  blow-holes, 
true  to  pattern,  and  of  a workmanlike  finish.  Sample  pieces, 
one  inch  square,  cast  from  the  same  heat  of  metal  in  sand  moulds, 
shall  be  capable  of  sustaining  on  a clear  span  of  4 feet  8 inches,  a 
central  load  of  500  pounds  when  tested  in  the  rough  bar. 

SPECIAL  OPEN-HEARTH  PLATE  AND 
RIVET  STEEL. 

TESTING  AND  INSPECTION. 

1.  All  tests  and  inspections  shall  be  made  at  the  place  of 
manufacture  prior  to  shipment. 

TEST  PIECES. 

2.  The  tensile  strength,  limit  of  elasticity  and  ductility,  shall 
be  determined  from  a standard  test  piece  cut  from  the  finished 
material.  The  standard  shape  of  the  test  piece  for  sheared  plates 
shall  be  as  shown  by  the  following  sketch: 


0^1^ ParajlelSection 

Not  less  than  q" 


V 


-X- 


V-  Etc. 

About  i8^ 

Piece  to  be  the  same  thickness  as  the  plate. 


--TC 

About  2" 

__y. 


On  tests  cut  from  other  material  the  test  piece  may  be  either 
the  same  as  for  sheared  plates,  or  it  may  be  planed  or  turned 
parallel  throughout  its  entire  length,  and  in  all  cases  where 
possible,  two  opposite  sides  of  the  test  piece  shall  be  the  rolled 
surfaces.  The  elongation  shall  be  measured  on  an  original  length 
of  8 inches,  except  as  modified  in  section  12,  paragraph  c.  Rivet 
rounds  and  small  bars  shall  be  tested  of  full  size  as  rolled. 

Four  test  pieces  shall  be  taken  from  each  melt  of  finished 
material,  two  for  tension  and  two  for  bending;  but  in  case  either 
test  develops  flaws,  or  the  tensile  test  piece  breaks  outside  of  the 
middle  third  of  its  gauged  length,  it  may  be  discarded  and 
another  test  piece  substituted  therefor. 


336  CAMBRIA  STEEL. 


ANNEALED  TEST  PIECES. 

3.  Material  which  is  to  be  used  without  annealing  or  further 
treatment  shall  be  tested  in  the  condition  in  which  it  comes  from 
the  rolls.  When  material  is  to  be  annealed  or  otherwise  treated 
before  use,  the  specimen  representing  such  material  shall  be 
similarly  treated  before  testing. 

MARKING. 

4.  Every  finished  piece  of  steel  shall  be  stamped  with  the  melt 
number.  Rivet  steel  may  be  shipped  in  bundles  securely  wired 
together,  with  the  melt  number  on  a metal  tag  attached. 

FINISH. 

5.  All  plates  shall  be  free  from  injurious  surface  defects  and 
have  a workmanlike  finish. 


CHEMICAL  PROPERTIES. 


6a.  Flange  or  Boiler 

) Maximum  Phosphorus  .06  per  cent. 

Steel. 

i “ Sulphur  .04 

66.  Extra  Soft  and 

\ “ Phosphorus  .04 

Fire  Box  Steel. 

/ “ Sulphur  .04 

PHYSICAL  PROPERTIES. 

7.  Special  Open-hearth  Plate  and  Rivet  Steel  shall  be  of  three 
grades.  Extra  Soft,  Fire  Box  and  Flange  or  Boiler  Steel. 

EXTRA  SOFT  STEEL. 

8.  Ultimate  strength,  45,000  to  55,000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

Elongation,  28  per  cent. 

Cold  and  Quench  bends,  180  degrees  flat  on  itself,  without 
fracture  on  outside  of  bent  portion. 

FIRE  BOX  STEEL. 

9.  Ultimate  strength,  52,000  to  62,000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

Elongation,  26  per  cent. 

Cold  and  Quench  bends,  180  degrees  flat  on  itself,  without 
fracture  on  outside  of  bent  portion. 


CAMBRIA  STEEL.  837 


FLANGE  OR  BOILER  STEEL. 

10.  Ultimate  strength,  55,000  to  65,000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

Elongation,  25  per  cent. 

Cold  and  Quench  bends,  180  degrees  flat  on  itself,  without 
fracture  on  outside  of  bent  portion. 

BOILER  RIVET  STEEL. 

11.  Steel  for  boiler  rivets  shall  be  made  of  the  extra  soft  grade 
specified  in  paragraph  No.  8. 

MODIFICATIONS  IN  ELONGATION  FOR  THIN  AND 
THICK  MATERIAL. 

12.  For  material  less  than  ^ inch,  and  more  than  f inch  in 
thickness,  the  following  modifications  shall  be  made  in  the 
requirements  for  elongation: 

a.  For  each  increase  of  J inch  in  thickness  above  f inch,  a 
deduction  of  1 per  cent,  shall  be  made  from  the  specified  elonga- 
tion. 

b.  For  each  decrease  of  ^ inch  in  thickness  below  inch,  a de- 
duction of  2 J per  cent,  shall  be  made  from  the  specified  elongation. 

c.  In  rounds  of  f inch  or  less  in  diameter,  the  elongation  shall  be 
measured  in  a length  equal  to  eight  times  the  diameter  of  section 
tested. 

VARIATION  IN  WEIGHT. 

13.  The  variation  in  cross-section  or  weight  of  more  than  2| 
per  cent,  from  that  specified  will  be  sufficient  cause  for  rejection, 
except  in  the  case  of  sheared  plates  which  will  be  covered  by  the 
following  permissible  variations: 

a.  Plates  12|  pounds  per  square  foot  or  heavier,  up  to  100 
inches  wide,  when  ordered  to  weight,  shall  not  average  more  than 
2|  per  cent,  variation  above  or  2J  per  cent,  below  the  theoretical 
weight.  When  100  inches  wide  and  over,  5 per  cent,  above  or 
5 per  cent,  below  the  theoretical  weight. 


338  CAMBRIA  STEEL. 


h.  Plates  under  12J  pounds  per  square  foot,  when  ordered  to 
weight,  shall  not  average  a greater  variation  than  the  following: 

Up  to  75  inches  wide,  per  cent,  above  or  per  cent,  below 
the  theoretical  weight.  75  inches  wide  up  to  100  inches  wide, 
5 per  cent,  above  or  3 per  cent,  below  the  theoretical  weight. 
When  100  inches  wide  and  over,  10  per  cent,  above  or  3 per  cent, 
below  the  theoretical  weight. 

c.  For  all  plates  ordered  to  gauge  there  will  be  permitted  an 
average  excess  of  weight  over  that  corresponding  to  the  dimen- 
sions on  the  order  equal  in  amount  to  that  specified  in  the 
following  table: 

TABLE  OF  ALLOWANCES  FOR  OVERWEIGHT 
FOR  RECTANGULAR  PLATES  WHEN 
ORDERED  TO  GAUGE. 

Plates  will  be  considered  up  to  gauge  if  measuring  not  over  ^ inch 
less  than  the  ordered  gauge. 

The  weight  of  1 cubic  inch  of  rolled  steel  is  assumed  to  be 
0.2833  Pound. 


Plates  J"  and  Over  in  Thickness. 


Thickness 
of  Plate. 

Inch. 

Width  of  Plate. 

Up  to  75  Inches. 
Per  Cent. 

75  to  100  Inches. 
Per  Cent 

Over  100  to  115  Ins. 
Per  Cent. 

Over  115  Inches. 
Per  Cent. 

1 

4 

10 

14 

18 

5 

16 

8 

12 

16 

3 

8 

7 

10 

13 

17 

lE 

6 

8 

10 

13 

1 

2 

5 

7 

9 

12 

A 

6| 

81 

11 

5 

8 

4 

6 

8 

10 

Over  f 

5 

9 

Plates  Under  J"  in  Thickness. 


Thickness  of  Plate. 

Width  of  Plate. 

Inch. 

Up  to  50  Inches. 

50  to  70  Inches. 

Over  70  Inches. 

Per  Cent. 

Per  Cent. 

Per  Cent. 

1 up  to  /a 

5 <<  3 

3 2 T6 

10 

15 

20 

81 

12i 

17 

^ « 1 

16  4 

7 

10 

15 

CAMBRIA  STEEL.  339 


WOODEN  BEAMS  AND  COLUMNS. 

The  results  of  a series  of  studies  of  wooden  beams  and  columns 
of  various  kinds  of  American  timber  are  contained  in  the  Pro- 
ceedings of  the  Fifth  Annual  Convention  of  the  Association  of 
Railway  Superintendents  of  Bridges  and  Buildings,  October,  1895, 
at  which  the  Committee  on  Strength  of  Bridge  and  Trestle 
Timbers  presented  a report,  portions  of  which  have  been  used  in 
preparing  certain  of  the  tables  on  the  following  pages,  but  as 
noted  thereon  the  arrangement  and  values  in  many  cases  have 
been  modified  by  later  information  from  various  sources. 

The  publications  of  the  Forestry  Division  of  the  United  States 
Department  of  Agriculture,  Bulletins  Nos.  8 and  12,  and  Circular 
No.  15,  contain  reports  of  tests  of  American  woods,  and  deduc- 
tions drawn  therefrom.  Extracts  and  tables  from  these  reports 
are  given  on  the  following  pages. 

The  tables  of  safe  loads  for  wooden  beams  and  tables  of 
strength  of  wooden  columns  given  on  the  following  pages  have 
been  specially  calculated  for  this  book,  using  the  information 
regarding  the  properties  of  the  various  species  contained  in  the 
reports  above  referred  to,  as  modified  in  some  cases  by  later  data. 

Explanation  of  the  Tables  of  Safe  Loads  in  Pounds,  Uni- 
formly Distributed  for  Rectangular  Wooden  Beams 
One  Inch  Thick,  Pages  348  to  353  Inclusive. 

GeneraL 

For  convenience  in  use,  three  of  these  tables  have  been  pre- 
pared, from  which  the  safe  loads  of  the  various  species  can  be 
obtained,  either  directly  or  by  proportion  as  stated  in  the  foot- 
notes. 

The  values  given  in  the  tables  are  the  safe  loads  in  pounds  uni- 
formly distributed,  including  the  weight  of  the  beam  itself,  for 
rectangular  beams  one  inch  thick  for  spans  from  four  to  forty  feet 
and  for  depths  from  four  to  twenty-four  inches.  The  safe  load 
for  a beam  of  any  thickness  may  be  found  by  multiplying  the 
values  given  in  the  tables  by  the  thickness  of  the  beam  in  inches. 

The  last  column  of  each  of  the  three  Tables  of  Safe  Loads  for 
Rectangular  Wooden  Beams  gives  a coefficient  of  deflection,  by 
means  of  which  the  deflection  for  any  beam  may  be  obtained, 
corresponding  to  the  given  span  and  safe  load,  by  dividing  the 


340  CAMBRIA  STEEL. 


coefficient  by  the  depth  of  the  beam  in  inches,  which  will  give 
approximately  the  deflection  in  inches  under  the  given  conditions. 

In  each  table  the  deflection  coefficient  is  given  for  only  one 
species  of  wood,  as  shown,  but  the  deflections  for  other  species 
may  be  obtained  from  these  by  proportion  as  explained  hereafter. 

For  the  reason  that  wood  has  no  well-defined  limit  or  modulus 
of  elasticity  the  deflections  obtained  by  the  use  of  the  coefficients 
are  only  approximate  and  will  vary,  according  to  the  moisture 
content  of  the  wood  and  the  character  of  the  loading.  The 
deflections  thus  obtained  are,  therefore,  useful  only  as  a general 
indication  of  the  amount  of  bending  to  be  expected  under  the 
given  conditions  and  are  not  exact  as  in  the  case  of  materials  like 
steel,  which  has  a well-defined  limit  and  modulus  of  elasticity.* 

The  safe  loads  for  other  species  of  woods  than  those  stated  in 
the  headings  of  the  tables  may  be  obtained  from  those  given,  by 
direct  proportion,  dependent  upon  the  ratio  of  their  allowable 
unit  stress  as  compared  with  that  for  which  the  table  is  figured, 
as  stated  in  the  foot-notes  at  the  bottom  of  the  tables. 

* Note. — “A  series  of  tests,  undertaken  at  the  College  of  Forestry  at  Cornell 
University,  seems  to  demonstrate  that,  at  least  in  coniferous  wood,  a definite 
elastic  limit  for  any  particular  piece  can  be  easily  shown,  and,  that  it  coincides 
with  the  theoretically  calculated  elastic  limit  upon  the  bases  of  compression 
tests  and  their  application,  according  to  Neely’s  formula.” 

Explanation  of  the  Table  of  Safe  Loads  for  Rectangular 
Beams  of  White  Pine,  Cedar,  Spruce  or 
Eastern  Fir. 

The  values  for  the  various  species  of  woods,  which  are  included 
in  this  table  are  calculated  for  an  allowable  fibre  stress,  for 
flexure,  of  700  pounds  per  square  inch. 

The  deflection  coefficients  are  given  for  white  pine,  and  are 
based  upon  a modulus  of  elasticity  of  1 000  000  pounds  per  square 
inch. 

The  lower  dotted  line  crossing  the  table  indicates  the  limits  of 
spans  for  which  the  deflection  will  exceed  of  the  span  for  the 
kind  of  wood  for  which  the  deflection  coefficient  is  given.  For 
spans  below  the  line  the  safe  loads  given  in  the  tables  will  produce 
a deflection  greater  than  3J0  of  the  span,  while  those  above  the 
line  will  produce  less  than  this,  which  is  the  usual  limit  of  deflec- 
tion in  order  to  prevent  cracking  of  plastered  ceilings.  Similarly, 


CAMBRIA  STEEL.  341 


the  upper  dotted  line  indicates  the  limit  of  deflection  for  the  kind 
of  wood  for  which  the  deflection  coeflicient  is  given,  corresponding 
to  a modulus  of  elasticity  of  500  000  pounds  per  square  inch, 
which  should  be  considered  in  cases  where  the  deflection  should 
be  more  closely  limited. 

The  coefficients  of  deflection  for  Cedar  corresponding  to  moduli 
of  700  000  and  350  000  may  be  obtained  by  multiplying  those 
of  the  table  by  -V®-  and  -V-  respectively,  and  for  Spruce  and 
Eastern  Fir  corresponding  to  moduli  of  1 200  000  and  600  000  by 
multiplying  those  of  the  table  by  | and  J respectively. 

The  full  zig-zag  line  in  the  table  gives  the  limits  of  the  safe  loads 
corresponding  to  the  allowable  shearing  stress  along  the  neutral 
axis  of  the  beam.  The  safe  loads  above  the  line,  which  are  based 
upon  the  extreme  fibre  strains,  will  produce  shearing  stresses 
along  the  axis  or  with  the  grain  in  excess  of  that  allowable,  which, 
in  the  case  of  White  Pine  and  the  other  woods  of  this  table,  is 
100  pounds  per  square  inch. 

The  position  of  this  line,  which  indicates  the  limit  of  safe  loads 
for  shearing  along  the  neutral  axis,  was  determined  by  the  aid 
of  the  following  formula: 


in  which 

W = safe  load  in  pounds  uniformly  distributed, 
d = depth  of  beam  in  inches, 
b = breadth  of  beam  in  inches. 

s = allowable  shear  in  the  direction  of  the  grain  in  pounds  per 
square  inch. 

Explanation  of  the  Table  of  Safe  Loads  for  Rectangular 
Beams  of  Short-leaf  Yellow  Pine. 

The  table  is  calculated  for  an  allowable  fibre  stress,  for  flexure, 
of  1 000  pounds  per  square  inch. 

The  deflection  coefficients  are  figured  for  a modulus  of  elasticity 
of  1 200  000  pounds  per  square  inch,  but  may  be  used  for  other 
moduli,  after  obtaining  the  corresponding  coefficients  by  pro- 
portion as  heretofore  explained. 

The  lower  dotted  line  across  the  table  indicates  the  limits  of 
spans  for  which  the  safe  load  will  produce  deflections  greater  than 


342  CAMBRIA  STEEL. 


jIjj  of  the  length  of  the  beam.  Values  above  the  line  will  give 
less  deflection  than  this,  and  those  below  will  give  greater,  based 
on  a modulus  of  1 200  000  pounds  per  square  inch.  Similarly, 
the  upper  dotted  line  indicates  the  limit  of  deflection  correspond- 
ing to  a modulus  of  elasticity  of  600  000  pounds  per  square  inch. 

The  full  zig-zag  line  across  the  table  indicates  the  limiting  spans 
and  loads  based  on  the  allowable  intensity  of  shearing  stress  along 
the  neutral  axis  of  the  beam.  The  values  above  the  full  zig-zag 
line  correspond  to  shearing  stresses  greater  than  the  allowable 
stress  in  the  direction  of  the  grain  for  Short-leaf  Yellow  Pine, 
while  those  below  the  line  correspond  to  shearing  stresses  less 
than  that  allowable,  which,  in  this  case,  is  assumed  to  be  100 
pounds  per  square  inch. 

Explanation  of  Tables  of  Safe  Loads  for  Rectangular 
Beams  of  White  Oak  and  Long-leaf  Yellow  Pine. 

This  table  is  computed  for  an  allowable  fibre  stress  of  1 200 
pounds  per  square  inch,  for  flexure,  and  the  deflection  coefficients 
are  calculated  for  a modulus  of  elasticity  of  1 500  000  pounds  per 
square  inch. 

The  limit  for  a deflection  of  of  the  span  is  indicated  by  the 
lower  dotted  zig-zag  line  on  the  tables,  the  values  below  which 
correspond  to  deflections  greater  than,  and  those  above  to 
deflections  less  than,  the  limiting  deflections.  The  upper  dotted 
zig-zag  line  similarly  indicates  the  limits  of  deflection  for  a 
modulus  of  elasticity  of  750  000  pounds  per  square  inch. 

The  lower  full  zig-zag  line  indicates  the  limit  of  allowable 
shearing  stress  along  the  axis  corresponding  to  the  allowable 
intensity,  for  Yellow  Pine,  of  150  pounds  per  square  inch. 

Similarly,  the  upper  full  zig-zag  line  indicates  the  limits  for 
shearing  along  the  axis  for  White  Oak  based  on  an  allowable 
intensity  of  200  pounds  per  square  inch. 

BEARING  AT  POINTS  OF  SUPPORT. 

Care  should  be  taken  in  designing  to  provide  sufficient  bearing 
at  the  points  of  support  so  that  the  allowable  intensity  of  com- 
pression across  the  grain,  as  given  in  the  tables  on  pages  347  and 
345,  is  not  exceeded. 

This  may  be  obtained,  where  necessary,  by  the  use  of  corbels 
or  bearing  plates  of  harder  wood  arranged  so  as  to  give  a large 
bearing  area  against  the  softer  beam. 


CAMBRIA  STEEL.  343 


The  following  statements  are  made  in  Bulletin  No.  12,  U.  S. 
Department  of  Agriculture,  Division  of  Forestry: 

RECOMMENDED  PRACTICE. 

‘‘Since  the  strength  of  timber  varies  very  greatly  with  the 
moisture  contents  (see  Bulletin  8 of  the  Forestry  Division),  the 
economical  designing  of  such  structures  will  necessitate  their  being 
separated  into  groups  according  to  the  maximum  moisture 
contents  in  use. 

MOISTURE  CLASSIFICATION. 

“Class  A (moisture  contents,  18  per  cent.) — Structures  freely 
exposed  to  the  weather,  such  as  railway  trestles,  uncovered 
bridges,  etc. 

“Class  B (moisture  contents,  15  per  cent.) — Structures  under 
roof  but  without  side  shelter,  freely  exposed  to  outside  air,  but 
protected  from  rain,  such  as  roof  trusses  of  open  shops  and  sheds, 
covered  bridges  over  streams,  etc. 

“Class  C (moisture  contents,  12  per  cent.) — Structures  in 
buildings  unheated,  but  more  or  less  protected  from  outside  air, 
such  as  roof  trusses  of  barns,  enclosed  shops  and  sheds,  etc. 

“Class  D (moisture  contents,  10  per  cent.) — Structures  in 
buildings  at  all  times  protected  from  the  outside  air,  heated  in  the 
winter,  such  as  roof  trusses  in  houses,  halls,  churches,  etc. 

“For  long- leaf  pine  add  to  all  the  values  given  in  the  tables, 
except  those  for  moduli  of  elasticity,  tension  and  shearing,  for 
Class  B,  15  per  cent.;  for  Class  C,  40  per  cent.;  and  for  Class  D, 
55  per  cent.  For  the  other  species  add  to  these  values,  for  Class 
B,  8 per  cent.;  for  Class  C,  18  per  cent.,  and  for  Class  D,  25  per 
cent." 

Based  upon  the  above  classification  of  structures,  the  two 
following  tables  have  been  figured  to  facilitate  calculations  of 
allowable  loads  for  wooden  beams  and  columns. 

Proportion  of  the  Values  given  in  the  “Tables  of  Safe 
Loads  for  Wooden  Beams,”  Pages  348  to  353  inclusive, 
to  be  used  in  order  to  obtain  the  Safe  Loads  for  the 
various  classes  of  structures  referred  to  above. 


Glasses. 

Yellow  Pine. 

All  Others. 

Class  A 

1.00 

1.00 

Class  B 

1.15 

1.08 

Class  C 

1.40 

1.18 

Class  D 

1.55 

1.25 

344 


CAMBRIA  STEEL. 


Safety  Factors  to  be  applied  to  the  Values  given  in  the 
Table  of  “Strength  of  Solid  Wooden  Columns, “ 
Pages  354  and  355,  in  order  to  obtain  the  Safe  Loads 
for  the  various  classes  of  structures  referred  to  above. 


Classes. 

yellow  Pine. 

All  Others. 

Class  A 

0.20 

0.20 

Class  B 

0.23 

0.22 

Class  C 

0.28 

0.24 

Class  D 

0.31 

0.25 

SPECIFIC  GRAVITY  AND  WEIGHT  PER  FOOT 
FOR  VARIOUS  KINDS  OF  TIMBER. 


Name  of  Wood. 

Specific 

Gravity. 

Weight  per 

Cubic  Foot. 

Weight  per 

Foot^  Board 

Measure. 

White  Oak 

0.80 

49.94 

4.16 

White  Pine 

0.38 

23.72 

1.98 

Southern  Long-leaf  or  Georgia  Yellow 
Pine 

0.61 

38.08 

3.17 

Douglas  Fir 

0.51 

31.84 

2.65 

Short-leaf  Yellow  Pine 

0.51 

31.84 

2.65 

Red  Pine  (Norway  Pine) 

0.50 

31.21 

2.60 

Spruce  and  Eastern  Fir 

0.40 

24.97 

2.08 

Hemlock 

0.40 

24.97 

2.08 

Cypress 

0.46 

28.72 

2.39 

Cedar 

0.37 

23.10 

1.93 

Chestnut 

0.66 

41.20 

3.43 

California  Redwood 

0.39 

24.16 

2.01 

California  Spruce 

0.40 

24.97 

2.08 

The  specific  gravities  and  weights  given  above  are  the  averages 
of  a large  number  of  determinations  by  various  authorities,  for 
woods  containing  less  than  15  per  cent,  of  moisture  or  such  as  are 
commercially  known  as  dry  timber.  The  weights  of  green  or 
unseasoned  woods  will  be  from  20  to  40  per  cent,  greater  than 
those  given  in  the  above  table. 


CAMBRIA  STEEL.  345 


SAFE  UNIT  STRESSES  FOR  TIMBER. 

Recommended  in  Bulletin  No.  12,  U.  S.  Department  of 
Agriculture,  Division  of  Forestry. 


Safe  Unit  Stresses  at  18%  Moisture. 


a> 

f|l 

s ^ 

Species. 

Modulus  0 
Strength  at  Rui 
per  S(iuare  Ii 

Modulus 

of  Elasticity 

S(iuare  Inc 

Elastic 

Resilience  p 

Cubic  Inc) 

Crushing  Stre 

Endwise  pt 

Square  Inc 

bo-*-*  ^ 

.S  s 

Tensile 

Strength  p 

Square  Inc 

Shearing 

Strength  p 

Square  Inc 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Long-leaf  Pine  (Pinus 

palustris)  D 

1550 

720000 

1.30 

1000 

215 

12000 

125 

Short-leaf  Pine  (Pinus 

echinata)  D 

1300 

600000 

1.30 

840 

215 

9000 

100 

White  Pine  (Pinus  stro- 

bus) 

880 

435000 

1.00 

700 

147 

7000 

75 

Norway  Pine  (Pinus  res- 

inosa) 

1090 

566000 

760 

143 

Colorado  Pine  (Pinus 

ponderosa) 

980 

444000 

630 

180 

t 

Douglas  Fir  (Pseudot- 

suga  douglasii) 

1320 

690000 

880 

167 

Redwood  (Sequoia  sem- 

pervirens) 

*1440 

t226000 

650 

115 

Red  Cedar  (Juniperus 

virginiana) 

1000 

335000 

700 

250 

Bald  Cypress  (Taxo- 

dium  distichum)  D . . . 
White  Oak  (Quercus 

1000 

450000 

1.10 

675 

120 

6000 

60 

alba)  D 

1200 

550000 

1.25 

800 

400 

10000 

200 

Factor  of  Safety 

5 

2 

1 

5 

3 

1 

4 

— 

The  values  marked  “ D ” were  obtained  from  experiments  made 
by  the  Forestry  Division.  The  other  values  were  obtained  from 
various  sources,  chiefly  the  10th  Census  Report,  but  so  modified 
as  to  give  results  comparable  with  Forestry  Division  values.  To 
arrive  at  true  average  values  of  strength  multiply  safe  loads  by 
factor  of  safety  given  in  each  column.  The  value  for  resilience 
and  tensile  strength  are  the  ultimate  values.  The  former  is 
practically  never  used  in  designing.  The  latter  is  a factor 
impossible  to  develop  in  practice,  since  the  piece  will  always  fail 
in  some  other  way,  usually  by  shearing. 

The  crushing  strength  across  the  grain  in  above  is  based  upon  a 
crushing  of  3 per  cent,  of  the  cross  sectional  height  of  the  piece. 


* This  value  is  certainly  too  large, 
t “ “ “ “ small.— Ed. 


346  CAMBRIA  STEEL. 


AVERAGE  ULTIMATE  BREAKING  UNIT 

Kind  of  Timber. 

Tension. 

With  Grain. 

Across  Grain. 

White  Oak 

12000 

7000 

12000 

8000 

9000 

8000 

8000 

6000 

6000 

7000 

8500 

7000 

2000 

500 

600 

White  Pine 

Southern  Long-leaf  or  Georgia  Yellow  Pine 

500 

500 

500 

Hemlock 

Chestnut 

California  Spruce 

AVERAGE  SAFE  ALLOWABLE  WORKING  UNIT 

Kind  of  Timber. 

Tension. 

With  Grain. 

Across  Grain. 

Factor  of  Safety. 

Ten. 

Ten. 

White  Oak 

1200 

700 

1200 

800 

900 

800 

800 

600 

600 

700 

850 

700 

200 

50 

60 

White  Pine 

Southern  Long-leaf  or  Georgia  Yellow  Pine 

Douglas  Fir 

Short-leaf  Yellow  Pine 

50 

50 

50 

Red  Pine  (Norw’^ay  Pine) 

Spruce  and  Eastern  Fir 

Hemlock 

Cypress 

Cedar 

Chestnut 

California  Redwood 

California  Spruce 

The  above  tables  are  based  on  those  recommended  by  the  committee  on 
intendents  of  Bridges  and  Buildings  at  their  Fifth  Annual  Convention  in 
by  later  data  from  various  sources. 

CAMBBIA  STEEL.  347 

STRESSES,  IN  POUNDS  PER  SQUARE  INCH. 

Compression. 

Transverse. 

Shear  ingr. 

With  Grain. 

Across 

Grain. 

Extreme  Fibre 
Stress. 

Modulus  of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End  Bearing. 

Columns  Tinder 
15  Biams. 

7000 

5500 

7000 

5700 

6000 

5000 

6000 

5000 

3500 

5000 

4500 

4500 

4000 

4000 

4000 

4000 

3500 

4000 

4000 

4000 

2000 

700 

1400 

800 

1000 

800 

700 

600 

700 

700 

900 

600 

7000 

4000 

7000 

5000 

6000 

5000 

4000 

3500 

5000 

4000 

5000 

4500 

5000 

1500000 

1000000 

1500000 

1400000 

1200000 

1130000 

1200000 

900000 

900000 

700000 

1000000 

700000 

1200000 

800 

400 

600 

500 

400 

4000 

2000 

5000 

4000 

400 

350 

3000 

2500 

5000 

5500 

400 

600 

400 

1500 

2000 

STRESSES,  IN  POUNDS  PER  SQUARE  INCH. 

Compression. 

Transverse. 

Shearing. 

With  Grain. 

Across 

Grain. 

Extreme  Fibre 
Stress. 

Modulus  of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End  Bearing. 

Columns  Under 
15  Biams. 

Five. 

Five. 

Four. 

Six. 

Two. 

Four. 

Four. 

1400 

1100 

1400 

1100 

1200 

1000 

1200 

1000 

700 

1000 

900 

900 

800 

800 

800 

800 

700 

800 

800 

800 

500 

200 

350 

200 

250 

200 

200 

150 

200 

200 

250 

150 

1200 

700 

1200 

800 

1000 

800 

700 

600 

800 

700 

800 

750 

800 

750000 

500000 

750000 

750000 

600000 

565000 

600000 

450000 

450000 

350000 

500000 

350000 

600000 

200 

100 

150 

130 

100 

1000 

500 

1250 

1000 

100 

100 

750 

600 

1000 

1100 

100 

150 

100 

400 

500 

“Strength  of  Bridge  and  Trestle  Timbers”  of  the  Association  of  P.ailway  Super- 
October,  1895,  but  the  arrangement  and  values  in  many  cases  are  now  modified 

348  CAMBKIA  STEEL. 


SAFE  LOAD  IN  POUNDS 
FOR  RECTANGULAR 
OF  WHITE  PINE,  CEDAR 

Allowable  fibre  stress  700  pounds  per  square  inch.  Safety  factor  6.. 
Safe  loads  for  other  safety  factors  may  be  obtained  as  follows: 


Span 

Depth  of  Beam  in  Inches. 

Deflection 
Coefficient  for 

in 

White  Pine 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

311 

486 

700 

953 

1244 

1575 

1944 

2352 

2800 

3286 

3811 

.34 

5 

249 

389 

560 

762 

996 

1260 

1556 

1882 

2240 

2629 

3049 

.53 

6 

207 

324 

467 

635 

830 

1050 

1296 

1569 

1867 

2191 

2541 

.76 

7 

178 

278 

400 

544 

711 

900 

nil 

1 1344 

1600 

1878 

2178 

1.03 

8 

156 

243 

350 

476 

622 

788 

972 

; 1176 

1400 

1643 

1906 

1.34 

9 

138 

216 

311 

423 

553 

700 

864 

1046 

1244 

1460 

1694 

1.70 

10 

124 

194 

280 

381 

498 

630 

778 

941 

11201 

il314 

1524 

2.10 

11 

113 

177 

255 

346  1 

1 453 

573 

707 

856 

1018 

nm' 

1386 

2.54 

12 

103 

162 

233 

318  1 

1 415 

525 

648 

784 

933 

1095 

1270 

3.02 

13 

96 

150 

1 215 

293  ' 

383  i 

i 485 

598 

724 

862 

1011 

1173 

3.55 

14 

89 

139 

200 

! 272 

356! 

! 450 

556 

672 

800 

939 

1089 

4.12 

15 

83 

130 

187 

254 

332 

420 

i 519 

627 

747 

876 

1016 

4.73 

16 

78 

122 

175 

238 

311 

394' 

486! 

588 

700 

821 

953 

5.38 

17 

73 

114 

165 

224 

293 

371 

458! 

! 554 

659 

773 

897 

6.07 

18 

69 

108 

156 

212 

277 

350 

432 

523  i 

: 622 

730 

847 

6.80 

19 

65 

102 

147 

201 

262 

332 

409 

495 

589 

692 

802 

7.58 

20 

97 

140 

191 

249 

315 

389 

471 

560  i 

i 657 

762 

8.40 

21 

93 

133 

182 

237 

300 

370 

448 

533 

626 

726 

9.26 

22 

88 

127 

173 

226 

286 

354 

428 

509 

597  1 

! 693 

10.16 

23 

85 

122 

166 

216 

274 

338 

409 

487 

572' 

663 

11.11 

24 

117 

159 

207 

263 

324 

392 

467 

548 

635 

12.10 

25 

112 

152 

199 

252 

311 

376 

448 

526 

610 

13.13 

26 

108 

147 

191 

242 

299 

362 

431 

506 

586 

14.20 

27 

104 

141 

184 

233 

288 

349 

415 

487 

565 

15.31 

28 

100 

136 

178 

225 

278 

336 

400 

469 

544 

16.46 

29 

97 

131 

172 

217 

268 

325 

386 

453 

526 

17.66 

30 

93 

127 

166 

210 

259 

314 

373 

438 

508 

18.90 

31 

90 

123 

161 

203 

251 

304 

361 

424 

492 

20.18 

32 

88 

119 

156 

197 

243 

294 

350 

411 

476 

21.50 

33 

85 

115 

151 

191 

236 

285 

339 

398 

462 

22.87 

34 

112 

146 

185 

229 

277 

329 

387 

448 

24.28 

35 

109 

142 

180 

222 

269 

320 

376 

436 

25.73 

CAMBRIA  STEEL.  349 


UNIFORMLY  DISTRIBUTED 
BEAMS  ONE  INCH  THICK 
AND  SPRUCE  OR  EASTERN  FIR. 

Modulus  of  rupture  4 200  pounds  per  square  inch. 


New  safe  load  = Safe  load  from  table  X c — 

New  factoi 


Span 

in 

Feet. 

Depth  of  Beam  in  Inches. 

Deflection 
Coefficient  for 
White  Pine 

V 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

9 

1944 

2212 

2498 

2800 

3120 

3457 

3811 

4183 

4571 

4978 

1.70 

10 

1750 

1991 

2248 

2520 

2808 

3111 

3430 

3764 

4114 

4480 

2.10 

11 

1601 

1810 

2044 

2291 

2552 

2828 

3118 

3422 

3740 

4073 

2.54 

12 

1458 

1659 

1873 

2100 

2340 

2593 

2858 

3137 

3428 

3733 

3.02 

13 

1346' 

1531 

1729 

1938 

2160 

2393 

2638 

2896 

3165 

3446 

3.55 

14 

1250 

1422 

1606 

1800 

2056 

2222 

2450 

2689 

2939 

3200 

4.12 

15 

1167 

1328 

1499 

1680 

1872 

2074 

2287 

2510 

2743 

2987 

4.73 

16 

1094 

1244 

1405 

1575' 

1755 

1944 

i 2144 

2353 

2571 

2800 

5.38 

17 

1029 

1171 

1322 

1482 

1652 

1830  ' 

2018  1 

1 2214 

2420 

2635 

6.07 

18 

972 

1106 

1249 

1400 

1560 

1728 

1906 

2091  1 

1 2286 

2489 

6.80 

19 

921 

1048 

1183 

1326 

1478 

1637 

1805 

1981 

2165 

■ 2358 

7.58 

20 

875 

996 

1124 

1260 

1404 

1556 

1715 

1882 

2057 

2240 

8.40 

21 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

9.26 

22 

795 

905 

1022 

1145 

1276 

1414 

1559 

1711 

1870 

2036 

10.16 

23 

761 

866 

977 

1096 

1221 

1353 

1491 

1637 

1789 

1948 

11.11 

24 

729  i 
1 

i 830 

1 

937 

1050 

1170 

1296 

1429 

1569 

1714 

1867 

12.10 

25 

7001 

1 796 

899 

1008 

1123 

1244 

1372 

1506 

1645 

1792 

13.13 

26 

673 

766 

865 

969 

1080 

1197 

1319 

1448 

1582 

1723 

14.20 

27 

648 

737 

833  1 

; 933 

1040 

1152 

1270 

1394 

1524 

1659 

15.31 

28 

625 

711 

803  1 

1 900 

1003 

nil 

1225 

1344 

1469 

1600 

16.46 

29 

603 

687 

775 

8691 

! 968 

1073 

1183 

1298 

1419 

1545 

17.66 

30 

: 583 

664 

749 

840  ! 

1 936 

1037 

1143 

1255 

1371 

1493 

18.90 

31 

565 

642 

725 

813 

906 

: 1004 

1106 

1214 

1327 

1445 

20.18 

32 

547 

622 

703 

787 

877 

972  j 

; 1072 

1176 

1286 

1400 

21.50 

33 

534 

603 

681 

764 

850 

943  1 

! 1039 

1141 

1247 

1358 

22.87 

34 

515 

586 

661 

741 

826 

915 

1009  1 

1107 

1210 

1318 

24.28 

35 

500 

569 

642 

720 

802 

889 

980 

1076 

i 1176 

1280 

25.73 

36 

486 

553 

624 

700 

780 

864 

953 

1046 

1143  1 

! 1244 

27.22 

37 

473 

538 

608 

681 

759 

841 

927 

1017 

1112 

1211 

28.75 

38 

460 

524, 

592 

663 

739 

819 

903 

991 

1083 

1179 

30.32 

39 

449 

511 

576 

646 

720 

798 

880 

965 

1055 

1149 

31.94 

40 

438 

498 

562 

630 

702 

778 

858 

941 

1029 

1120 

33.60 

360  CAMBKIA  STEEL. 


SAFE  LOADS  IN  POUNDS 
FOR  RECTANGULAR 
OF  SHORT-LEAF 

Allowable  fibre  stress  1 000  pounds  per  square  inch.  Safety  factor  6. 
Safe  loads  for  other  safety  factors  may  be  obtained  as  follows: 


Span 

in 

Feet. 

Depth  of  Beam  in  Inches. 

Deflection 

Coefficient 

V 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

4 

444 

694 

1000 

1361 

1778 

2250 

2778 

3361 

4000 

4694 

5444 

.40 

5 

356 

556 

800 

1089 

1422 

1800 

2222 

2689 

3200 

3756 

4356 

.63 

6 

296 

463 

667 

907 

1185 

1500  i 

i 1852 

2241 

2667 

3130 

3630 

.90 

7 

254 

397 

571 

778 

1016 

1286  1 

1 1587  ; 

; 1921 

2286 

2683 

3111 

1.23 

8 

222 

347 

500 

681 

889 

1125  1 

1389  1 

1 1681 

2000  1 

-■  2347 

2722 

1.60 

9 

198 

309 

444 

605 

790 

1000 

1235  1 

1 1494 

1778 

i 2086  1 

1 2420 

2.03 

10 

178 

278 

400 

544 

711 

900  1 

nil 

1344 

1600 

1878 

2178 

2.50 

11 

162 

253 

364 

495 

646 

818  1 

1010 

1222 

1455 

1707 

1980 

3.03 

12 

148 

231  ! 

333 

454 

593 

750  ! 

; 926 

1120 

1333 

1565 

1815 

3.60 

13 

137 

214 

308 

419 

547 

692  1 

! 855 

1034 

1231 

1444 

1675 

4.23 

14 

127 

198 

286 

389 

508 

643 

794  1 

i 960 

1143 

1341 

1556 

4.90 

15 

119 

185 

267 

363 

474 

600 

741 

896! 

i 1067 

1262 

1452 

5.63 

16 

111 

174 

250 

340 

444 

563 

694 

840 

1000 

1174 

1361 

6.40 

17 

105 

163 

235 

320 

418 

529 

654 

791 

941  1 

I 1105 

1281 

7.23 

18 

99 

154 

222 

302 

395 

500 

617 

747 

889  ■ 

1043 

: 1210 

8.10 

19 

94 

146 

211 

287 

374 

474 

585 

708 

842 

988 

1146 

9.03 

20 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

10.00 

21 

85 

132 

190 

259 

339 

429 

529 

640 

762 

894 

1037 

11.03 

22 

81 

126 

182 

247 

323 

409 

505 

611 

727 

854 

990 

12.10 

23 

77 

121 

174 

237 

309 

391 

483 

585 

696 

816 

947 

13.23 

24 

116 

162 

227 

296 

375 

463 

560 

667 

782 

907 

14.40 

25 

111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

15.63 

26 

107 

154 

209 

274 

346 

427 

517 

615 

722 

838 

16.90 

27 

103 

148 

202 

263 

333 

412 

498 

593 

695 

807 

18.23 

28 

99 

143 

194 

254 

321 

397 

480 

571 

671 

778 

19.60 

29 

138 

188 

245 

310 

383 

464 

552 

648 

751 

21.03 

30 

133 

181 

237 

300 

370 

448 

533 

626 

726 

22.50 

31 

129 

176 

229 

290 

358 

434 

516 

606 

703 

24.03 

32 

125 

170 

222 

281 

347 

420 

500 

587 

681 

25.60 

33 

121 

165 

215 

273 

337 

407 

485 

569 

660 

27.23 

34 

118 

160 

209 

265 

327 

395 

471 

552 

641 

28.90 

35 

114 

156 

203 

257 

317 

384 

457 

537 

602 

30.63 

Safe  loads  for  any  fibre  stress  may  be  readily  obtained  from  this  table  by 
proportion. 


CAMBRIA  STEEL.  351 


UNIFORMLY  DISTRIBUTED, 
BEAMS  ONE  INCH  THICK, 
YELLOW  PINE. 

Modulus  of  rupture  6 000  pounds  per  square  inch. 


New  safe  load  = Safe  load  from  table  X i — • 

New  factor 


Span 

Depth  of  Beam  in  Inches. 

Deflection 

Coefficient 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

28 

24 

V 

9 

2778 

3160 

3568 

4000 

4457 

4938 

5444 

5975 

6531 

7111 

2.03 

10 

2500 

2844 

3211 

3600 

4011 

4444 

4900 

5378 

5878 

6400 

2.50 

11 

2273 

2586 

2919 

3273 

3646 

4040 

4455 

4889 

5343 

5818 

3.03 

12 

2083 

2370 

2676 

3000 

3343 

3704 

4083 

4481 

4898 

5333 

3.60 

13 

1923 

2188 

2470 

2769 

3085 

3419 

3769 

4137 

4521 

4923 

4.23 

14 

1786 

2032 

2294 

2571 

2865 

3'l75 

’35o"o‘; 

3841 

4198 

4571 

4.90 

15 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585  ! 

1 3919 

4267 

5.63 

16 

1563 

1778 

2007 

2250 

2507 

2778 

3062 

3361  ■ 

3674 

4000 

6.40 

17 

1471 

1673 

1889 

2118 

2359 

2614 

2882 

3163 

3458 

3765 

7.23 

18 

1389 

1580 

1789 

2000 

2228 

2469 

2722 

2988 

3265 

3556 

8.10 

19 

1316 

1497 

1690 

1895 

2111 

2339 

2579 

2830 

3094 

3368 

9.03 

20 

1250i 

! 1422 

1606 

1800 

2006 

2222 

2450 

2689 

2939 

3200 

10.00 

21 

1190! 

! 1354 

1529 

1714 

1910 

2116 

2333 

2561 

2799 

3048 

11.03 

22 

1136 

1293 

1460 

1636 

1823 

2020 

2227 

2444 

2672 

2909 

12.10 

23 

1087 

1237 

1396  j 

! 1565 

1744 

1932 

2130 

2338 

2556 

2783 

13.23 

24 

1042 

1185 

1338 

1500  1 

i 1671 

1852 

2042 

2241 

2449 

2667 

14.40 

25 

1000 

1138 

1284 

1440  1 

! 1604 

1778 

1960 

2131 

2351 

2560 

15.63 

26 

962 

1094 

1235 

1385 

1543 

1 1709 

1885 

2068 

2261 

2462 

16.90 

27 

926 

1053 

1189 

1333 

1486 

1646  i 

1815 

1992 

2177 

2370 

18.23 

28 

893 

1016 

1147 

1286 

1433 

1587 

1750  j 

1 1921 

2099 

2286 

19.60 

29 

862 

981 

1107 

1241 

1383 

1533 

1690  ! 

! 1854 

2027 

2207 

21.03 

30 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

! 1959 

2133 

22.50 

31 

806 

918 

1036 

1161 

1294 

1434 

1581 

1735 

1896 

1 2065 

24.03 

32 

781 

889 

1003 

1125 

1253 

1389 

1531 

1681 

1837 

2000 

25.60 

33 

758 

862 

973 

1091 

1215 

1347 

1485 

1630 

1781 

1939 

27.23 

34 

735 

837 

944 

1059 

1180 

1307 

1441 

1582 

1728 

1882 

28.90 

35 

714 

813 

917 

1029 

1146 

1270 

1400 

1537 

1677 

1829 

30.63 

36 

694 

780 

894 

1000 

1114 

1235 

1361 

1494 

1633 

1778 

32.40 

37 

676 

769 

868 

973 

1084 

1201 

1324 

1453 

1589 

1730 

34.23 

38 

658 

749 

845 

947 

1056 

1169 

1289 

1415 

1547 

1684 

36.10 

39 

641 

729 

823 

923 

1028 

1140 

1256 

1379 

1507 

1641 

38.03 

40 

625 

711 

803 

900 

1003 

nil 

1225 

1344 

1469 

1600 

40.00 

Safe  loads  for  beams  of  California  Redwood,  % of  above. 


352  CAMBRIA  STEEL. 


SAFE  LOADS  IN  POUNDS 
FOR  RECTANGULAR 
OF  WHITE  OAK  AND 


Allowable  fibre  stress  1 200  pounds  per  square  inch.  Safety  factor  6. 
Safe  loads  for  other  safety  factors  may  be  obtained  as  follows: 


Span 

in 

Depth  of  Beam  in  Inches. 

Deflection 

Coefficient. 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

533 

833 

1200 

1633 

2133 

2700 

3333 

4033 

4800 

5633 

6533 

.38 

5 

427 

667 

960 

"1307“  :|l707 

2160  1 

1 2667 

3227 

3840 

4507 

5227 

.60 

6 

"3^ 

'556 

800 

1089 

1422 

’1800 

2222 

2689 

•I 

3200 

3756 

4356 

.86 

7 

305 

476 

686 

933 

1219 

1543 

1905  I 

;|2305 

2743 

3219 

3733 

1.18 

8 

267 

417 

600 

817 

1067 

1350 

1667 

2017  i 
1 

i 2400 

1 

2817 

3267 

1.54 

9 

237 

370 

533 

726 

948 

1200 

1481 

1793 

21331 

1 2504 

2904 

1.94 

10 

213 

333 

480 

653 

853 

1080 

1333 

1613 

1920 

2253 

2613 

2.40 

11 

194 

303 

436 

594 

776 

982 

1212 

1467 

1745 

2048 

2376 

2.90 

12 

178 

278 

400 

544 

711 

900 

nil 

1344 

1600 

1878 

2178 

3.46 

13 

164 

256 

369 

503 

656 

831  1 

! 1026 

1241 

1477 

1733 

2010 

4.06 

14 

152 

238 

343 

467 

610 

771 

1 

1152 

1371 

1610 

1867 

4.70 

15 

142 

222 

320 

436 

569 

720 

889  i 

i 1076 

1280 

1502 

1742 

5.40 

16 

133 

208 

300 

408 

533 

675 

833 

1008  1 

1 1200 

1408 

1633 

6.14 

17 

125 

196 

282 

384 

502 

635 

784 

949 

1129  1 

1 1325 

1537 

6.94 

18 

119 

185 

267 

363 

474 

600 

741 

896 

1067  1 

! 1252 

1452 

7.78 

19 

112 

175 

253 

344 

449 

568 

702 

849 

1011 

11861 

1375 

8.66 

20 

107 

167 

240 

327 

427 

540 

667 

807 

960 

1127 

1307 

9.60 

21 

102 

159 

229 

311 

406 

514 

635 

768 

914 

1073 

1244 

10.58 

22 

97 

152 

218 

297 

388 

491 

606 

733 

873 

1024 

1188 

11.62 

23 

93 

145 

209 

284 

371 

470 

580 

701 

835 

980 

1136 

12.70 

24 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

13.82 

25 

85 

133 

192 

261 

341 

432 

533 

645 

768 

901 

1045 

15.00 

26 

128 

185 

251 

328 

415 

513 

621 

738 

867 

1005 

16.22 

27 

123 

178 

242 

316 

400 

494 

598 

711 

835 

968 

17.50 

28 

119 

171 

233 

305 

386 

476 

576 

686 

805 

933 

18.82 

29 

115 

166 

225 

294 

372 

460 

556 

662 

777 

901 

20.18 

30 

111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

21.60 

31 

108 

155 

211 

275 

348 

430 

520 

619 

727 

843 

23.06 

32 

150 

204 

267 

338 

417 

504 

600 

704 

817 

24.58 

33 

145 

198 

259 

327 

404 

489 

582 

683 

792 

26.14 

34 

141 

192 

251 

318 

392 

475 

565 

663 

769 

27.74 

35 

137 

187 

244 

309 

381 

461 

549 

644 

747 

29.40 

Safe  loads  for  beams  of  Douglas  Fir,  Red  Pine  (Norway  Pine),  Cypress, 
Chestnut  and  California  Spruce,  % of  above. 


CAMBKIA  STEEL.  353 


UNIFORMLY  DISTRIBUTED, 
BEAMS  ONE  INCH  THICK, 
LONG-LEAF  YELLOW  PINE. 

Modulus  of  rupture  7 200  pounds  per  square  inch. 


New  safe  load  = Safe  load  from  table  X ^ 

New  factor 


Span 

in 

Depth  of  Beam  in  Inches. 

Deflection 

Coefficient 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

3333 

3793 

4281 

4800 

5348 

5926 

6533 

7170 

7837 

8533 

1.94 

10 

3000 

3413 

3853 

4320 

4813 

5333 

5880 

6453 

7053 

7680 

2.40 

11 

2727 

3103 

3503 

3927 

4376 

4848 

5355 

5867 

6412 

6982 

2.90 

12 

2500' 

2844 

3211 

3600 

4011 

4444 

4900 

5378 

5878 

6400 

3.46 

13 

2308 

2626 

2964 

3323  : 

3703 

4103 

4523 

4964 

5426 

5908 

4.06 

14 

2143 

2438 

2752 

3086  ' 

"3438' 

'ssio'i 

i 4200 

4610 

5038 

5486 

4.70 

15 

2000 

2276 

2569 

2880 

3209 

3556 

3920  1 

1 4302 

4702 

5120 

5.40 

16 

1875 

2133 

2408 

2700 

3008 

3333 

3675  ' 

4033 

4433  : 

: 4800 

6.14 

17 

1765 

2008 

2267 

2541 

2831 

3137 

3459 

3796 

4149  ' 

4518 

6.94 

18 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585 

3819 

4267 

7.78 

19 

1579 

1796 

2027 

2274 

2533 

2807 

3095 

3396 

3712 

4042 

8.66 

20 

1500 

1707 

1927 

2160 

2407 

2667 

2940 

3227 

3527 

3840 

9.60 

21 

1429! 

! 1625 

1835 

2057 

2292 

2540 

2800 

3073 

3359 

3657 

10.58 

22 

1364! 

! 1552 

1752 

1964 

2188 

2424 

2678 

2933 

3206 

3491 

11.62 

23 

1304 

1484  I 

! 1675 

1878 

2093 

2319 

2557 

2806 

3067 

3339 

12.70 

24 

1250 

1422 

1606  ! 

i'  1800 

2006 

2222 

2450 

2689 

2939 

3200 

13.82 

25 

1200 

1365 

1541 

1728  1 

1 1925 

2133 

2352 

2581 

2821 

3072 

15.00 

26 

1154 

1313 

1482 

1662  ! 

! 1851 

2051 

2262 

2482 

2713 

2954 

16.22 

27 

nil 

1264 

1427 

1600 

1783  ; 1975 

2178 

2390 

2612 

2844 

17.50 

28 

1071 

1219 

1376 

1543 

1719 

1905  j 

\ 2100 

2305 

2519 

2743 

18.82 

29 

1034 

1177 

1329 

1490 

1660 

1839  ! 

! 2028 

2225 

2432 

2648 

20.18 

30 

1000 

1138 

1284 

1440 

1604 

1778 

1960  1 

! 2151 

2351 

2560 

21.60 

31 

968 

1101 

1243 

1394 

1553 

1720 

1897 

2082  1 

2275 

2477 

23.06 

32 

938 

1067 

1204 

1350 

1504 

1667 

1838 

2017 

2217  1 

; 2400 

24.58 

33 

909 

1034 

1168 

1309 

1459 

1616 

1785 

1956 

2137  1 

1 2327 

26.14 

34 

882 

1004 

1133 

1271 

1416 

1569 

1729 

1898 

2075 

2259 

27.74 

35 

857 

975 

1101 

1234 

1375 

1524 

1680 

1844 

2013 

2194 

29.40 

36 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1909 

2133 

31.10 

37 

811 

923 

1041 

1168 

1301 

1441 

1589 

1744 

1906 

2076 

32.86 

38 

789 

893 

1014 

1137 

1267 

1404 

1547 

1698 

1856 

2021 

34.66 

39 

769 

875 

988 

1108 

1234 

1368 

1508 

1655 

1809 

1969 

36.50 

40 

750 

853 

963 

1080 

1203 

1333 

1470 

1613 

1763 

1920 

38.40 

Safe  loads  for  beams  of  Hemlock,  of  above. 


854 


CAMBKIA  STEEL. 


STRENGTH  OF  SOLID  WOODEN  COLUMNS  OF 
DIFFERENT  KINDS  OF  TIMBER. 

For  various  values  of 

a 

1 = length  of  column  in  inches,  d = least  diameter  in  inches. 

Based  on  the  Formltla  of  the  U.  S.  Department  of  Agri- 
culture, Division  of  Forestry. 


P 


700  + 15c 
700  + 15c  + c2* 


P = ultimate  strength  in  pounds  per  square  inch. 

F = ultimate  crushing  strength  of  timber.  ^ ” d 

Values  of  F are  those  given  in  table  on  pages  346  and  347  herein. 


Ultimate  Strength  in  Pounds  per  Square  Inch. 


White  Oak  and 
Southern  Long-leaf 
or  Georgia 
Yellow  Pine. 

Douglas  Fir 
and  Short-leaf 
Yellow  Pine. 

Red  Pine  (Norway  Pine), 
Spruce  or  Eastern 
Fir,  Hemlock,  Cypress, 
Chestnut,  Califomia 
Redwood  and  Cali- 
fomia Spmce. 

White  Pine 
and 
Cedar. 

F 

5000 

4500 

4000 

3500 

1 

d 

2 

4973 

4475 

3978 

3481 

3 

4940 

4446 

3952 

3458 

4 

4897 

4407 

3918 

3428 

5 

4844 

4359 

3875 

3391 

6 

4782 

4304 

3826 

3347 

7 

4713 

4242 

3770 

3299 

8 

4638 

4174 

3710 

3247 

9 

4558 

4102 

3646 

3190 

10 

4474 

4026 

3579 

3132 

11 

4386 

3948 

3509 

3070 

12 

4297 

3867 

3438 

3008 

13 

4206 

3785 

3365 

2944 

14 

4114 

3703 

3291 

2880 

V15 

4022 

3620 

3217 

2815 

16 

3930 

3537 

3144 

2751 

17 

3838 

3455 

3071 

2687 

18 

3748 

3373 

2998 

3624 

19 

3659 

3293 

2927 

2561 

For  safety  factors  for  various  classes  of  structures  to  be  used  in  connection  with 
the  above  table,  see  p.  344. 


CAMBBIA  STEEL. 


355 


STRENGTH  OF  SOLID  WOODEN  COLUMNS  OF 
DIFFERENT  KINDS  OF  TIMBER. 

For  various  values  of  -r* 
d 

1 = length  of  column  in  inches,  d = least  diameter  in  inches. 
Based  on  the  Formula  of  the  U.  S.  Department  of  Agri- 
culture, Division  of  Forestry. 

P = F V 

^ ^ 700  + 15c  + c2 

P = ultimate  strength  in  pounds  per  square  inch. 

F = ultimate  crushing  strength  of  timber.  ^ ~ ^ 

Values  of  F are  those  given  in  table  on  pages  346  and  347  herein. 


Ultimate  Strength  in  Pounds  per  Square  Inch. 


White  Oak  and 
Southern  Long-leaf 

Red  Pine  (Norway  Pine), 

Douglas  Fir 
and  Short-leaf 

Spruce  or  Eastern 
Fir,  lemlock.  Cypress, 
Chestnut,  Caliiomia 

White  Pine 
and 

or  Georgia 

Yellow  Pine. 

Cedar. 

Yellow  Pine. 

Redwood  and  Cali- 
fornia Spruce. 

F 

5000 

4500 

4000 

3500 

1 

d 

20 

3571 

3214 

2857 

2500 

21 

3486 

3137 

2788 

2440 

22 

3402 

3061 

2721 

2381 

23 

3320 

2988 

2656 

2324 

24 

3240 

2916 

2592 

2268 

25 

3162 

2846 

2529 

2213 

26 

3086 

2777 

2469 

2160 

27 

3013 

2711 

2410 

2109 

28 

2941 

2647 

2353 

2059 

29 

2872 

2585 

2298 

2010 

30 

2805 

2524 

2244 

1963 

32 

2677 

2409 

2142 

1874 

34 

2557 

2301 

2046 

1790 

36 

2445 

2200 

1956 

1711 

38 

2340 

2106 

1872 

1638 

40 

2241 

2017 

1793 

1569 

42 

2149 

1934 

1719 

1505 

44 

2063 

1857 

1650 

1444 

46 

1982 

1784 

1586 

1388 

48 

1907 

1716 

1525 

1335 

50 

1835 

1652 

1468 

1285 

For  safety  factors  for  various  classes  of  structures  to  be  used  in  connection  with 
the  above  table,  see  p.  344. 


356  CAMBRIA  STEEL. 


SPECIFIC  GRAVITIES  AND  WEIGHTS  OF 
VARIOUS  SUBSTANCES. 


The  Basis  for  Specific  Gravities  is  Pure  "Water  at  62  Degrees  Fah, 
Barometer  30  Inches. 

Weight  of  One  Cubic  Foot,  62.355  Pounds. 

Average 
Specino 
Gravity. 
Water  = 1. 

Average 
Weight  of  One 
Cabic  Foot 
Pounds. 

Air,  atmospheric  at  60  degrees  F.,  under  pres- 
sure of  one  atmosphere,  or  14.7  pounds  per 

square  inch,  weighs  as  much  as  water 

Aluminum 

.00123 

2.6 

.0765 

162 

Anthracite,  1.3  to  1.84;  of  Penna.,  1.3  to  1.7 .. . 
“ broken,  of  any  size,  loose 

1.5 

93.5 

52  to  57 

**  “ moderately  shaken 

56  to  60 

**  “ heaped  bushel,  loose,  77 

to  83  pounds 

“ “ a ton  loose  occupies  40  to 

43  cubic  feet 

Antimony,  cast 

6.70 

418 

“ native 

6.67 

416 

Ash,  perfectly  dry  (see  note  p.  359) 

.752 

47 

“ American  White,  dry  (see  note  p.  359) . . . 
Ashes  of  soft  coal,  solidly  packed 

.61 

38 

40  to  45 

Asphaltum,  1 to  1.8 

1.4 

87.3 

Brass  (copper  and  zinc),  cast,  7.8  to  8.4 

8.1 

504 

“ rolled 

8.4 

524 

Brick,  best  pressed 

150 

common  and  hard 

125 

“ soft  inferior 

100 

Brickwork,  pressed  brick,  fine  joints 

140 

“ medium  quality 

125 

“ coarse,  inferior,  soft 

100 

‘‘  at  125  pounds  per  cubic  foot,  1 

cubic  yard  equals  1.507  tons, 
and  17.92  cubic  feet  equal  1 ton . 

Bronze,  copper  8,  tin  1 (gun  metal) 

8.5 

529 

Cement,  hydraulic.  American,  Rosendale, 
ground  and  loose 

56 

“ hydraulic.  American,  Rosendale, 

U.  S.  struck  bush.,  70  pounds 

hydraulic.  American,  Rosendale, 

Louisville  bushel,  62  pounds 

“ hydraulic.  American,  Cumberland, 

ground,  loose 

65 

“ hydraulic.  American,  Cumberland, 

ground,  thoroughly  shaken 

85 

“ hydraulic.  English  Portland  (U.  S. 

struck  bushel,  100  to  128) 

81  to  102 

CAMBRIA  STEEL. 

357 

SPECIFIC  GRAVITIES  AND  WEIGHTS 
VARIOUS  SUBSTANCES. 

OF 

The  Basis  for  Specific  Gravities  is  Pure  Water  at  62  Degrees  Fah., 
Barometer  30  Inches. 

Weight  of  One  Cubic  Foot,  62.355  Pounds. 

Average 
Specific 
Gravity. 
Water  = 1. 

Average 
Weight  of  One 
CuMc  Foot. 
Pounds. 

Cement,  hydraulic.  English  Portland,  a 
barrel,  400  to  430  pounds 

**  hydraulic.  American  Portland,  loose 

“ hydraulic.  American  Portland,  thor- 
oughly shaken 

88 

110 

Charcoal  of  pines  and  oaks 

15  to  30 

Chalk ‘ 

2.5 

156 

Cherry,  perfectly  dry  (see  note  p.  359) 

.672 

42 

Clay,  potters’,  dry,  1.8  to  2.1 

1.9 

119 

“ dry  in  lump,  loose 

63 

Coal,  bituminous,  solid,  1.2  to  1.5 

1.35 

84 

“ bituminous,  solid,  Cambria  Co.,  Pa., 
1.27-1.34 

79  to  84 

“ bituminous,  broken,  of  any  size,  loose . . . 

47  to  52 

“ bituminous,  moderately  shaken 

51  to  56 

bituminous,  a heaped  bushel,  loose,  70 
to  78 

“ bituminous,  1 ton  occupies  43  to  48 
cubic  feet 

Coke,  loose,  good  quality 

23  to  32 

“ loose,  a heaped  bushel,  35  to  42 

“ 1 ton  occupies  80  to  97  cubic  feet 

Corundum,  pure,  3.8  to  4 

3.9 

Copper,  cast,  8.6  to  8.8 

8.7 

542 

“ rolled,  8.8  to  9 

8.9 

555 

Cork,  dry  (see  note  p.  359) 

.24 

15 

Earth,  common  loam,  perfectly  dry,  loose. . . . 

72  to  80 

“ ‘‘  perfectly  dry,  shaken. . 

82  to  92 

perfectly  dry,  rammed 
slightly  moist,  loose.  . . 

90  to  100 

70  to  76 

more  moist,  loose 

66  to  68 

more  moist,  shaken  . . . 

75  to  90 

**  more  moist,  packed . . . 

90  to  100 

**  as  soft  flowing  mud . . . 

104  to  112 

‘‘  as  soft  flowing  mud 
well  pressed 

110  to  120 

Elm,  perfectly  dry  (see  note  p.  359) 

.56 

35 

Flint. 

2.6 

162 

Glass,  2.5  to  3.45 

2.98 

186 

common  window 

2.52 

157 

Gneiss,  common,  2.62  to  2.76 

2.69 

168 

358  CAMBRIA  STEEL. 

SPECIFIC  GRAVITIES  AND  WEIGHTS  OF 
VARIOUS  SUBSTANCES. 

The  Basis  for  Specific  Gravities  is  Pure  Water  at  62  Degrees  Pah., 
Barometer  30  Inches. 

Weight  of  One  Cubic  Foot,  62.355  Pounds. 

Average 
Specific 
Gravity. 
Water  = 1. 

Average 

Weight  of  One 
Cubic  Foot. 
Pounds. 

Gneiss,  in  loose  piles 

96 

1204 

1217 

170 

187 

141.6 

53 

57.4 

446 

450 

433 

480 

709.6 

41  to  83 
164.4 

95 

64 

75 

44 

53 

35 

49 

165 

154 

138 

150 

125 

Gold,  cast,  pure  or  24  karat 

19.258 

19.5 

2.72 

3.00 

2.27 

.85 

.92 

7.15 

7.21 

6.94 

7.69 

11.38 

.65-1.33 

2.6 

1.5 

pure,  hammered 

Granite,  2.56  to  2.88 

Greenstone,  trap,  2.8  to  3.2 

Gypsum,  plaster  of  Paris,  2.24  to  2.30 

Hickory,  perfectly  dry  (see  note  p.  359) 

Ice,  .917  to  .922 

Iron,  cast,  6.9  to  7.4 

grey  foundry,  cold 

molten 

wrought 

Lead,  commercial 

Lignumvitae  (dry) 

Limestone  and  marble 

Lime,  quick 

quick,  ground,  well  shaken,  per  struck 
bushel  80  pounds 

‘‘  quick,  ground,  thoroughly  shaken,  per 
struck  bushel  93 J pounds 

Locust,  dry  (see  note  p.  359) 

.71 

.85 

.56 

.79 

Mahogany,  Spanish,  dry  (see  note  p.  359) 

Honduras,  dry  (see  note  p.  359) . . . 
Maple,  dry  (see  note  p.  359) 

Marble  (see  Limestone). 

Masonry  of  granite  or  limestone,  well-dressed  . 

of  granite,  well-scabbled  mortar  rub- 
ble, about  3 of  mass  will  be  mortar 
of  granite,  well-scabbled  dry  rubble. . 

“ of  granite,  roughly  scabbled  mortar 

rubble,  about  i to  J of  mass  will 
be  mortar 

**  of  granite,  scabbled  dry  nubble 

of  s?^ndst<^np  ^ Ipss  than  granite 

Masonry  of  brickwork  (see  Brickwork). 
Mercury,  at  32  degrees^ah 

13.62 

2.93 

1.65 

849 

183 

103 

80  to  110 
110  to  130 
104  to  120 

Mica,  2'.75  to  3.1 f 

Mortar,  hardened,  L4  to  L9 

Mild,  dry,  close 

wet,  moderately  pressed 

“ “ fliiiH  

CAMBBIA  STEEL.  869 


SPECIFIC  GRAVITIES  AND  WEIGHTS  OF 
VARIOUS  SUBSTANCES. 


The  Basis  for  Specific  Gravities  is  Pure  Water  at  62  Degrees  Fah., 
Barometer  30  Inches. 

Weight  of  One  Cubic  Foot,  62.355  Pounds. 

Average 
Specific 
Gravity. 
Water  = 1. 

Average 
Weight  of  One 
Cubic  Foot. 
Pounds. 

Oak,  live,  perfectly  dry,  .88-1.02  (see  note 
below) 

.95 

59.3 

Red,  Black,  perfectly  dry 

32  to  45 

Petroleum 

.878 

54.8 

Pitch 

1.15 

71.7 

Poplar,  dry  (see  note  below) 

.47 

29 

Platinum 

21.5 

1342 

Quartz 

2.65 

165 

Rosin 

1.10 

68.6 

Salt,  coarse  (per  struck  bushel,  Syracuse, 
N.  Y.,  56  pounds) 

45 

Sand,  of  pure  quartz,  perfectly  dry  and  loose  . 

90  to  106 

''  ''  ''  voids  full  of  water 

118  to  129 

very  large  and  small 
grains,  dry 

117 

Sandstone,  2.1  to  2.73,  131  to  171 

2.41 

151 

quarried  and  piled,  1 measure 
solid  makes  If  (about)  piled .... 

86 

Snow,  fresh  fallen 

5 to  12 

“ moistened,  compacted  by  rain 

15  to  50 

Sycamore,  perfectly  dry  (see  note  below) .... 
Shales,  red  or  black,  2.4  to  2.8 

.59 

2.6 

37 

162 

Silver 

10.5 

655 

Slate,  2.7  to  2.9 

2.8 

175 

Soapstone,  2.65  to  2.8 

2.73 

170 

Steel 

7.85 

489.6 

Sulphur 

2.00 

125 

Tallow 

.94 

58.6 

Tar 

1 

62.355 

Tin,  cast,  7.2  to  7.5 

7.35 

459 

Walnut,  Black,  perfectly  dry  (see  note  below) 
Water,  pure  rain,  distilled,  at  32  degrees  F., 

Bar.  30  inches. . 

.61 

38 

62.417 

“ “ “ at  62  degrees  F., 

Bar.  30  inches. . 
“ “ “ at  212  degrees  F., 

Bar.  30  inches. . 

1 

62.355 

59.7 

“ sea,  1.026  to  1.030. 

1.028 

64.08 

Zinc  or  spelter,  6.8  to  7.2 

7.00 

437.5 

Note. — Green  timbers  usually  weigh  from  one-fifth  to  nearly  one-half  more 
than  dry;  ordinary  building  timbers,  tolerably  seasoned,  one-sixth  more. 

For  Specific  Gravities  of  woods  not  given  in  this  table,  see  page  344. 


360  CAMBRIA  STEEL. 


STANDARD  DECIMAL  GAUGE. 


standard 

Decimal  Gauge 

in 

Inches. 

Thickness 

in  Fractions 

of 

an  Inch. 

Approximate 

Thickness 

in 

Millimetres. 

Weight  per  Square  Foot 
in  Pounds,  Avoirdupois. 

IRON. 

Basis— 480 
Pounds 

per  Cubic  Foot. 

STEEL. 

Basis— 489.6 
Pounds 

per  Cubic  Foot. 

.002 

1-500 

.05080010 

.08 

.0816 

.004 

1-250 

.10160020 

.16 

.1632 

.006 

3-500 

.15240030 

.24 

.2448 

.008 

1-125 

.20320041 

.32 

.3264 

.010 

1-100 

.25400051 

.40 

.4080 

.012 

3-250 

.30480061 

.48 

.4896 

.014 

7-500 

.35560071 

.56 

.5712 

.016 

2-125(b^+) 

.40640081 

.64 

.6528 

.018 

9-500 

.45720091 

.72 

.7344 

.020 

1-50 

.50800102 

.80 

.8160 

.022 

11-500 

.55880112 

.88 

.8976 

.025 

1-40 

.63500127 

1.00 

1.0200 

.028 

7-250 

.71120142 

1.12 

1.1424 

.032 

4-125(*+) 

.81280163 

1.28 

1.3056 

.036 

9-250 

.91440183 

1.44 

1.4688 

.040 

1-25 

1.01600203 

1.60 

1.6320 

.045 

9-200 

1.14300229 

1.80 

1.8360 

.050 

1-20 

1.27000254 

2.00 

2.0400 

.055 

11-200 

1.39700280 

2.20 

2.2440 

.060 

3-50  (fs-) 

1.52400305 

2.40 

2.4480 

.065 

13-200 

1.65100330 

2.60 

2.6520 

.070 

7-100 

1.77800356 

2.80 

2.8560 

.075 

3-40 

1.90500381 

3.00 

3.0600 

.080 

2-25 

2.03200406 

3.20 

3.2640 

.085 

17-200 

2.15900432 

3.40 

3.4680 

.090 

9-100 

2.286C0457 

3.60 

3.6720 

.095 

19-200 

2.41300483 

3.80 

3.8760 

.100 

1-10 

2.54000508 

4.00 

4.0800 

.110 

11-100 

2.79400559 

4.40 

4.4880 

.125 

1-8 

3.17500630 

5.00 

5.1000 

.135 

27-200 

3.42900686 

5.40 

5.5080 

.150 

3-20 

3.81000762 

6.00 

6.1200 

.165 

33-200 

4.19100838 

6.60 

6.7320 

.180 

9-50 

4.57200914 

7.20 

7.3440 

.200 

1-5 

5.08001016 

8.00 

8.1600 

.220 

11-50 

5.58801118 

8.80 

8.9760 

.240 

6-25 

6.09601219 

9.60 

9.7920 

.250 

1-4 

6.35001270 

10.00 

10.2000 

CAMBRIA  STEEL.  861 


WIRE  AND  SHEET  METAL  GAUGES. 

In  Decimals  of  an  Inch. 


Number 

of 

Gauge. 

Birm- 

ingham 

or 

Stubs 

Iron 

Wire 

Gauge. 

American 

or 

Brown  & 
Sharpe 
Wire  Gauge. 

United  States 
Standard  Gauge 
for 

Sheet  arid  Plate 
Iron  and  Steel. 

Washburn  & 
Moen  Manu- 
facturing Co. 
and  John  A. 
Roebling’s 
Sons  Co. 
Wire  Gauge. 

Trenton 
Iron  Co. 
Wire 
Gauge. 

American 
Screw  Co. 
Screw 
Wire 
Gauge. 

British 

Imperial 

orEnglish 

Legal 

Standard 

Wire 

Gauge. 

0000000 

.5 

.500 

000000 

.46875 

.4600 

.464 

00000 

.4375 

.4300 

.450 

.432 

0000 

.454 

.466666 

.40625 

.3938 

.400 

.400 

000 

.425 

.409642 

.375 

.3625 

.360 

.03  is 

.372 

00 

.380 

.364796 

.34375 

.3310 

.330 

.0447 

.348 

0 

.340 

.324861 

.3125 

.3065 

.305 

.0578 

.324 

1 

.300 

.289297 

.28125 

.2830 

.285 

.0710 

.300 

2 

.284 

.257627 

.265625 

.2625 

.265 

.0842 

.276 

3 

.259 

.229423 

.25 

.2437 

.245 

.0973 

.252 

4 

.238 

.204307 

.234375 

.2253 

.225 

.1105 

.232 

6 

.220 

.181940 

.21875 

.2070 

.205 

.1236 

.212 

6 

.203 

.162023 

.203125 

.1920 

.190 

.1368 

.192 

7 

.180 

.144285 

.1875 

.1770 

.175 

.1500 

.176 

8 

.165 

.128490 

.171875 

.1620 

.160 

.1631 

.160 

9 

.148 

.114423 

.15625 

.1483 

.145 

.1763 

.144 

10 

.134 

.101897 

.140625 

.1350 

.130 

.1894 

.128 

11 

.120 

.090742 

.125 

.1205 

.1175 

.2026 

.116 

12 

.109 

.080808 

.109375 

.1055 

.105 

.2158 

.104 

13 

.095 

.071962 

.09375 

.0915 

.0925 

.2289 

.092 

14 

.083 

.064084 

.078125 

.0800 

.0806 

.2421 

.080 

15 

.072 

.057068 

.0703125 

.0720 

.070 

.2552 

.072 

16 

.065 

.050821 

.0625 

.0625 

.061 

.2684 

.064 

17 

.058 

.045257 

.05625 

.0540 

.0525 

.2816 

.056 

18 

.049 

.040303 

.05 

.0475 

.045 

.2947 

.048 

19 

.042 

.035890 

.04375 

.0410 

.040 

.3079 

.040 

20 

.035 

.031961 

.0375 

.0348 

.035 

.3210 

.036 

21 

.032 

.028462 

.034375 

.03175 

.031 

.3342 

.032 

22 

.028 

.025346 

.03125 

.0286 

.028 

.3474 

.028 

28 

.025 

.022572 

.028125 

.0258 

.025 

.3605 

.024 

24 

.022 

.020101 

.025 

.0230 

.0225 

.3737 

.022 

25 

.020 

.017900 

.021875 

.0204 

.020 

.3868 

.020 

26 

.018 

.015941 

.01875 

.0181 

.018 

.4000 

.018 

27 

.016 

.014195 

.0171875 

.0173 

.017 

.4132 

.0164 

28 

.014 

.012641 

.015625 

.0162 

.016 

.4263 

.0148 

29 

.013 

.011257 

.0140625 

.0150 

.015 

.4395 

.0136 

30 

.012 

.010025 

.0125 

.0140 

.014 

.4526 

.0124 

31 

.010 

.008928 

.0109375 

.0132 

.013 

.4658 

.0116 

32 

.009 

.007950 

.01015625 

.0128 

.012 

.4790 

.0108 

33 

.008 

.007080 

.009375 

.0118 

.011 

.4921 

.0100 

34 

.007 

.006305 

.00859375 

.0104 

.010 

.5053 

.0092 

35 

.005 

.005615 

.0078125 

.0095 

.0095 

.5184 

.0084 

36 

.004 

005000 

.00703125 

.0090 

.009 

.5316 

.0076 

37 

.004453 

.006640625 

.0085 

.0085 

.5448 

.0068 

38 

.003965 

.00625 

.0080 

.008 

.5579 

.0060 

39 

.003531 

.0075 

.0075 

.5711 

.0052 

40 

.003144 

.0070 

.007 

.5842 

.0048 

362  CAMBKIA  STEEL. 


WEIGHTS  OF  SHEETS  AND  PLATES  OF 
STEEL,  WROUGHT  IRON,  COPPER  AND  BRASS. 
American  or  Browne  & Sharpe  Gauge. 


Number 

of 

Gauge. 

Thickness 

in 

Inches. 

Weight  per  Square  Foot. 

Steel. 

Iron, 

Copper. 

Brass. 

0000 

.460000 

18.7680 

18.4000 

20.8380 

19.6880 

000 

.409642 

16.7134 

16.3857 

18.5568 

17.5327 

00 

.364796 

14.8837 

14.5918 

16.5253 

15.6133 

0 

.324861 

13.2543 

12.9944 

14.7162 

13.9041 

1 

.289297 

11.8033 

11.5719 

13.1052 

12.3819 

2 

.257627 

10.5112 

10.3051 

11.6705 

11.0264 

3 

.229423 

9.3605 

9.1769 

10.3929 

9.8193 

4 

.204307 

8.3357 

8.1723 

9.2551 

8.7443 

5 

.181940 

7.4232 

7.2776 

8.2419 

7.7870 

6 

.162023 

6.6105 

6.4809 

7.3396 

6.9346 

7 

.144285 

5.8868 

5.7714 

6.5361 

6.1754 

8 

.128490 

5.2424 

5.1396 

5.8206 

5.4994 

9 

.114423 

4.6685 

4.5769 

5.1834 

4.8973 

10 

.101897 

4.1574 

4.0759 

4.6159 

4.3612 

11 

.090742 

3.7023 

3.6297 

4.1106 

3.8838 

12 

.080808 

3.2970 

3.2323 

3.6606 

3.4586 

13 

.071962 

2.9360 

2.8785 

3.2599 

3.0800 

14 

.064084 

2.6146 

2.5634 

2.9030 

2.7428 

15 

.057068 

2.3284 

2.2827 

2.5852 

2.4425 

16 

.050821 

2.0735 

2.0328 

2.3022 

2.1751 

17 

.045257 

1.8465 

1.8103 

2.0501 

1.9370 

18 

.040303 

1.6444 

1.6121 

1.8257 

1.7250 

19 

.035890 

1.4643 

1.4356 

1.6258 

1.5361 

20 

.031961 

1.3040 

1.2784 

1.4478 

1.3679 

21 

.028462 

1.1612 

1.1385 

1.2893 

1.2182 

22 

.025346 

1.0341 

1.0138 

1.1482 

1.0848 

23 

.022572 

.92094 

.90288 

1.0225 

.96608 

24 

.020101 

.82012 

.80404 

.91058 

.86032 

25 

.017900 

.73032 

.71600 

.81087 

.76612 

26 

.015941 

.65039 

.63764 

.72213 

.68227 

27 

.014195 

.57916 

.56780 

.64303 

.60755 

28 

.012641 

.51575 

.50564 

.57264 

.54103 

29 

.011257 

.45929 

.45028 

.50994 

.48180 

30 

.010025 

.40902 

.40100 

.45413 

.42907 

31 

.008928 

.36426 

.35712 

.40444 

.38212 

32 

.007950 

.32436 

.31800 

.36014 

.34026 

33 

.007080 

.28886 

.28320 

.32072 

.30302 

34 

.006305 

.25724 

.25220 

.28562 

.26985 

35 

.005615 

.22909 

.22460 

.25436 

.24032 

36 

.005000 

.20400 

.20000 

.22650 

.21400 

37 

.004453 

.18168 

.17812 

.20172 

.19059 

38 

.003965 

.16177 

.15860 

.17961 

.16970 

39 

.003531 

.14406 

.14124 

.15995 

.15113 

40 

.003144 

.12828 

.12576 

.14242 

.13456 

For  weights  of  steel  plates  and  over  in  thickness,  see  “Table  of  Weights 
of  Flat  Rolled  Bars,”  pages  3'89  to  398  inclusive. 


CAMBRIA  STEEL.  363 


WEIGHTS  OF  SHEETS  AND  PLATES  OF 
STEEL,  WROUGHT  IRON,  COPPER  AND  BRASS. 

Birmingham  Gauge. 


Number 

of 

Gauge. 

Thickness 

in 

Inches. 

Weight  per  Square  Foot. 

Steel. 

Iron. 

Copper. 

Brass. 

0000 

.454 

18.5232 

18.16 

20.5662 

19.4312 

000 

.425 

17.3400 

17.00 

19.2525 

18.1900 

00 

.380 

15.5040 

15.20 

17.2140 

16.2640 

0 

.340 

13.8720 

13.60 

15.4020 

14.5520 

1 

.300 

12.2400 

12.00 

13.5900 

12.8400 

2 

.284 

11.5872 

11.36 

12.8652 

12.1552 

3 

.259 

10.5672 

10.36 

11.7327 

11.0852 

4 

.238 

9.7104 

9.52 

10.7814 

10.1864 

5 

.220 

8.9760 

8.80 

9.966 

9.4160 

6 

•203 

8.2824 

8.12 

9.1959 

8.6884 

7 

.180 

7.3440 

7.20 

8.1540 

7.7040 

8 

.165 

6.7320 

6.60 

7.4745 

7.0620 

9 

.148 

6.0384 

5.92 

6.7044 

6.3344 

10 

.134 

5.4672 

5.36 

6.0702 

5.7352 

11 

.120 

4.8960 

4.80 

5.4360 

5.1360 

12 

.109 

4.4472 

4.36 

4.9377 

4.6652 

18 

.095 

3.8760 

3.80 

4.3035 

4.0660 

14 

.083 

3.3864 

3.32 

3.7599 

3.5524 

15 

.072 

2.9376 

2.88 

3.2616 

3.0816 

16 

.065 

2.6520 

2.60 

2.9445 

2.7820 

17 

.058 

2.3664 

2.32 

2.6274 

2.4824 

18 

.049 

1.9992 

1.96 

2.2197 

2.0972 

19 

.042 

1.7136 

1.68 

1.9026 

1.7976 

20 

.035 

1.4280 

1.40 

1.5855 

1.4980 

21 

.032 

1.3056 

1.28 

1.4496 

1.3696 

22 

.028 

1.1424 

1.12 

1.2684 

1.1984 

23 

.025 

1.0200 

1.00 

1.1325 

1.0700 

24 

.022 

.8976 

.88 

.9966 

.9416 

25 

.020 

.8160 

.80 

.9060 

.8560 

26 

.018 

.7344 

.72 

.8154 

.7704 

27 

.016 

.6528 

.64 

.7248 

.6848 

28 

.014 

.5712 

.56 

.6342 

.5992 

29 

.013 

.5304 

.52 

.5889 

.5564 

30 

.012 

.4896 

.48 

.5436 

.5136 

31 

.010 

.4080 

.40 

.4530 

.4280 

32 

.009 

.3672 

.36 

.4077 

.3852 

33 

.008 

.3264 

.32 

.3624 

.3424 

34 

.007 

.2856 

.28 

.3171 

.2996 

35 

.005 

.2040 

.20 

.2265 

.2140 

36 

.004 

.1632 

.16 

.1812 

.1712 

^ecific  Gravities 

7.85 

7-70 

8.72 

8.24 

Weight  of  a Cubic  Foot  . . 

489.6 

480.0 

543.6 

513.6 

“ ‘ 

‘ “ Inch  . . 

.2833 

.2778 

.3146 

.2972 

364  CAMBKIA  STEEL. 


DECIMALS  OF  A FOOT  FOR  EACH  * OF 
AN  INCH. 


Inch. 

0" 

1" 

2" 

3" 

4" 

5" 

0 

0 

.0833 

.1667 

.2500 

.3333 

.4167 

1 

64 

.0013 

.0846 

.1680 

.2513 

.3346 

.4180 

1 

32 

.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

3 

64 

.0039 

.0872 

.1706 

.2539 

.3372 

.4206 

1 

16 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

_5_ 

64 

.0065 

.0898 

.1732 

.2565 

.3398 

.4232 

3 

32 

.0078 

.0911 

.1745 

.2578 

.3411 

.4245 

7 

64 

.0091 

.0924 

.1758 

.2591 

.3424 

.4258 

1 

8 

.0104 

.0937 

.1771 

.2604 

.3437 

.4271 

9 

64 

.0117 

.0951 

.1784 

.2617 

.3451 

.4284 

5 

32 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

11 

64 

.0143 

.0977 

.1810 

.2643 

.3477 

.4310 

3 

16 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

13 

64 

.0169 

.1003 

.1836 

.2669 

.3503 

.4336 

7 

32 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

15 

64 

.0195 

.1029 

.1862 

.2695 

.3529 

.4362 

1 

4 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

17 

64 

.0221 

.1055 

.1888 

.2721 

.3555 

.4388 

9 

32 

.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

19 

64 

.0247 

.1081 

.1914 

.2747 

.3581 

.4414 

16 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

21 

64 

.0273 

.1107 

.1940 

.2773 

.3607 

.4440 

11 

32 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

64 

.0299 

.1133 

.1966 

.2799 

.3633 

.4466 

3 

8 

.0312 

.1146 

.1979 

.2812 

.3646 

.4479 

25 

64 

.0326 

.1159 

.1992 

.2826 

.3659 

.4492 

13 

32 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

21 

64 

.0352 

.1185 

.2018 

.2852 

.3685 

.4518 

_1_ 

16 

.0365 

.1198 

.2031 

.2865 

.3698 

.4531 

29 

64 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

15 

32 

.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

31 

64 

.0404 

.1237 

.2070 

.2904 

.3737 

.4570 

1 

2 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

CAMBRIA  STEEL.  365 


DECIMALS  OF  A FOOT  FOR  EACH  ^ OF 
AN  INCH. 


Inch. 

6" 

tyf/ 

8" 

9" 

10" 

11" 

0 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

1 

64 

.5013 

.5846 

.6680 

.7513 

.8346 

.9180 

1 

32 

.5026 

.5859 

.6693 

.7526 

.8359 

.9193 

3 

64 

.5039 

.5872 

.6706 

.7539 

.8372 

.9206 

1 

16 

.5052 

.5885 

.6719 

.7552 

.8385 

.9219 

5 

64 

.5065 

.5898 

.6732 

.7565 

.8398 

.9232 

3 

32 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

7 

64 

.5091 

.5924 

.6758 

.7591 

.8424 

.9258 

1 

8 

.5104 

.5937 

.6771 

.7604 

.8437 

.9271 

9 

64 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

5 

32 

.5130 

.5964 

.6797 

.7630 

.8464 

.9297 

11 

64 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

3 

16 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

13 

64 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

7 

T2 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 

15 

64 

.5195 

.6029 

.6862 

.7695 

.8529 

.9362 

1 

4 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

17 

6 4 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 

9 

¥2 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

19 

64 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

5 

16 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

21 

64 

.5273 

.6107 

.6940 

.7773 

.8607 

.9440 

11 

32 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

23 

64 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

3 

8 

.5312 

.6146 

.6979 

.7812 

.8646 

.9479 

25. 

64 

.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

13 

32 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

27 

64 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

7 

16 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

29 

64 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 

15 

32 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

31 

64 

.5404 

.6237 

.7070 

.7904 

.8737 

.9570 

1 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

366  CAMBKIA  STEEIi. 


DECIMALS  OF  A FOOT  FOR  EACH  * OF 
AN  INCH. 


Inch. 

0" 

1" 

2" 

8" 

4" 

6" 

M 

.0430 

• 1263 

.2096 

.2930 

.3763 

.4596 

.0443 

.1276 

.2109 

.2943 

.3776 

.4609 

35. 

64 

.0456 

.1289 

.2122 

.2956 

.3789 

.4622 

TS 

.0469 

.1302 

.2135 

.2969 

.3802 

.4635 

a 

.0482 

.1315 

.2148 

.2982 

.3815 

.4648 

.0495 

.1328 

.2161 

.2995 

.3828 

.4661 

39 

64 

.0508 

.1341 

.2174 

.3008 

.3841 

.4674 

5 

8 

.0521 

.1354 

.2188 

.3021 

.3854 

.4688 

a 

.0534 

.1367 

.2201 

.3034 

.3867 

.4701 

a 

.0547 

.1380 

.2214 

.3047 

.3880 

.4714 

43 

F4 

.0560 

.1393 

.2227 

.3060 

.3893 

.4727 

a 

.0573 

.1406 

.2240 

.3073 

.3906 

.4740 

45 

6T 

.0586 

.1419 

.2253 

.3086 

.3919 

.4753 

.0599 

.1432 

.2266 

.3099 

.3932 

.4766 

47 

64 

.0612 

.1445 

.2279 

.3112 

.3945 

.4779 

3 

4 

.0625 

.1458 

.2292 

.3125 

.3958 

.4792 

« 

.0638 

.1471 

.2305 

.3138 

.3971 

.4805 

25 

■ST 

.0651 

.1484 

.2318 

.3151 

.3984 

.4818 

6i 

64 

.0664 

.1497 

.2331 

.3164 

.3997 

.4831 

13. 

16 

.0677 

.1510 

.2344 

.3177 

.4010 

.4844 

53 

64 

.0690 

.1523 

.2357 

.3190 

.4023 

.4857 

27 

32 

.0703 

.1536 

.2370 

.3203 

.4036 

.4870 

5A 

64 

.0716 

.1549 

.2383 

.3216 

.4049 

.4883 

7 

8 

.0729 

.1562 

.2396 

.3229 

.4062 

.4896 

5J7 

64 

.0742 

.1576 

.2409 

.3242 

.4076 

.4909 

29 

TT 

.0755 

.1589 

.2422 

.3255 

.4089 

.4922 

59 

64 

.0768 

.1602 

.2435 

.3268 

.4102 

.4935 

15 

16 

.0781 

.1615 

.2448 

.3281 

.4115 

.4948 

61 

64 

.0794 

.1628 

.2461 

.3294 

.4128 

.4961 

31 

32 

.0807 

.1641 

.2474 

.3307 

.4141 

.4974 

63 

64 

1 

.0820 

.1654 

.2487 

.3320 

.4154 

.4987 

CAMBRIA  STEEL.  867 


DECIMALS  OF  A FOOT  FOR  EACH  ^ OF 
AN  INCH. 


Inch. 

6" 

7" 

8" 

9" 

10" 

11" 

33 

64 

.5430 

.6263 

.7096 

.7930 

.8763 

,9596 

17 

32 

.5443 

.6276 

.7109 

.7943 

.8776 

.9609 

64 

.5456 

.6289 

.7122 

.7956 

.8789 

.9622 

9 

T6 

.5469 

.6302 

.7135 

.7969 

.8802 

.9635 

37 

64 

.5482 

.6315 

.7148 

.7982 

.8815 

.9648 

19 

32 

.5495 

.6328 

.7161 

.7995 

.8828 

.9661 

39 

6T 

.5508 

.6341 

.7174 

.8008 

.8841 

.9674 

5 

8 

.5521 

.6354 

.7188 

.8021 

.8854 

.9688 

41 

64 

.5534 

.6367 

.7201 

.8034 

.8867 

.9701 

21, 

32 

.5547 

.6380 

.7214 

.8047 

.8880 

.9714 

43 

64 

.5560 

.6393 

.7227 

.8060 

.8893 

.9727 

li 

16 

.5573 

.6406 

.7240 

.8073 

.8906 

.9740 

45 

64 

.5586 

.6419 

.7253 

.8086 

.8919 

.9753 

23 

32 

.5599 

.6432 

.7266 

.8099 

.8932 

.9766 

47 

Ti 

.5612 

.6445 

.7279 

.8112 

.8945 

.9779 

3 

4 

.5625 

.6458 

.7292 

.8125 

.8958 

.9792 

4^ 

6 4 

.5638 

.6471 

.7305 

.8138 

.8971 

.9805 

25 

T2 

.5651 

.6484 

.7318 

.8151 

.8984 

.9818 

51 

64 

.5664 

.6497 

.7331 

.8164 

.8997 

.9831 

13 

16 

.5677 

.6510 

.7344 

.8177 

.9010 

.9844 

53 

Ti 

.5690 

.6523 

.7357 

.8190 

.9023 

.9857 

11. 

32 

.5703 

.6536 

.7370 

.8203 

.9036 

.9870 

55 

64 

.5716 

.6549 

.7383 

.8216 

.9049 

.9883 

7 

8 

.5729 

.6562 

.7396 

.8229 

.9062 

.9896 

57 

64 

.5742 

.6576 

.7409 

.8242 

.9076 

.9909 

1± 

32 

.5755 

.6589 

.7422 

.8255 

.9089 

.9922 

59 

64 

.5768 

.6602 

.7435 

.8268 

.9102 

.9935 

a 

.5781 

.6615 

.7448 

.8281 

.9115 

.9948 

.5794 

.6628 

.7461 

.8294 

.9128 

.9961 

31 

32 

.5807 

.6641 

.7474 

.8307 

.9141 

.9974 

63 

64 

.5820 

.6654 

.7487 

.8320 

.9154 

.9987 

1 

1.0000 

368  CAMBKIA  STEEL. 


DECIMALS  OF  AN  INCH  FOR  EACH  Mh. 


^ds. 

Decimal. 

Fraction. 

^ds. 

Bjths. 

Decimal. 

Fraction. 

1 

.015625 

33 

.515625 

1 

2 

.03125 

17 

34 

.53125 

3 

.046875 

35 

.546875 

2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 

5 

.078125 

37 

.578125 

3 

6 

.09375 

19 

38 

.59375 

7 

.109375 

39 

.609375 

4 

8 

.125 

1-8 

20 

40 

.625 

5-8 

9 

.140625 

41 

.640625 

5 

10 

.15625 

21 

42 

.65625 

11 

.171875 

43 

.671875 

6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 

13 

.203125 

45 

.703125 

7 

14 

.21875 

23 

46 

.71875 

15 

.234375 

47 

.734375 

8 

16 

.25 

1-4 

24 

48 

.75 

3-4 

17 

.265625 

49 

.765625 

9 

18 

.28125 

25 

50 

.78125 

19 

.296875 

51 

.796875 

10 

20 

.3125 

5-16 

26 

52 

.8125 

13-16 

21 

.328125 

53 

.828125 

11 

22 

.34375 

27 

54 

.84375 

23 

.359375 

55 

.859375 

12 

24 

.375 

3-8 

28 

56 

.875 

7-8 

25 

.390625 

57 

.890625 

13 

26 

.40625 

29 

58 

.90625 

27 

.421875 

59 

.921875 

14 

28 

.4375 

7-16 

30 

60 

.9375 

15-16 

29 

.453125 

61 

.953125 

15 

30 

.46875 

31 

62 

.96875 

31 

.484375 

63 

.984375 

16 

32 

.5 

1-2 

32 

64 

1. 

1 

CAMBRIA  STEEL.  369 


WEIGHTS  AND  AREAS  OF  SQUARE  AND 
ROUND  BARS  AND  CIRCUMFER- 
ENCES OF  ROUND  BARS. 


One  cubic  foot  of  steel  weighs  489.6  lbs. 


Thickness 

Weight 

Weight 

Area 

Area 

Circnmference 

or  Diameter 

of  Bar 

of  ^ Bar 

of  Bar 

of  @Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  S^.  Inches. 

in  Inches. 

1 

.013 

.010 

.0039 

.0031 

.1964 

.021 

.016 

.0061 

.0048 

.2454 

3 

.030 

.023 

.0088 

.0069 

.2945 

A 

.041 

.032 

.0120 

.0094 

.3436 

i 

.053 

.042 

.0156 

.0123 

.3927 

9 

.067 

.053 

.0198 

.0155 

.4418 

5 

32 

.083 

.065 

.0244 

.0192 

.4909 

11 

64 

.100 

.079 

.0295 

.0232 

.5400 

A 

.120 

.094 

.0352 

.0276 

.5891 

13 

64 

.140 

.110 

.0413 

.0324 

.6381 

7 

T2 

.163 

.128 

.0479 

.0376 

.6872 

XL 

64 

.187 

.147 

.0549 

.0431 

.7363 

1 

4 

.212 

.167 

.0625 

.0491 

.7854 

17 

64 

.240 

.188 

.0706 

.0554 

.8345 

9 

32 

.269 

.211 

.0791 

.0621 

.8836 

19 

64 

.300 

.235 

.0881 

.0692 

.9327 

5 

16 

.332 

.261 

.0977 

.0767 

.9818 

a 

.366 

.288 

.1077 

.0846 

1.0308 

.402 

.316 

.1182 

.0928 

1.0799 

23 

64 

.439 

.345 

.1292 

.1014 

1.1290 

3 

8 

.478 

.376 

.1406 

.1104 

1.1781 

25 

64 

.519 

.407 

.1526 

.1198 

1.2272 

13 

32 

.561 

.441 

.1650 

.1296 

1.2763 

27 

64 

.605 

.475 

.1780 

.1398 

1.3254 

7 

16 

.651 

.511 

.1914 

.1503 

1.3745 

29 

64 

.698 

.548 

.2053 

.1613 

1.4235 

15 

32 

.747 

.587 

.2197 

.1726 

1.4726 

31 

64 

.798 

.627 

.2346 

.1843 

1.5217 

1 

2 

.850 

.668 

.2500 

.1963 

1.5708 

M. 

64 

.904 

.710 

.2659 

.2088 

1.6199 

17 

32 

.960 

.754 

.2822 

.2217 

1.6690 

35 

64 

1.017 

.799 

.2991 

.2349 

1.7181 

370  CAMBKIA  STEEL. 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or  Diameter 

of  Bar 

of  Bar 

of  Bar 

of  ^ Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

9 

16 

1.076 

.845 

.3164 

.2485 

1.7672 

37 

64 

1.136 

.893 

.3342 

.2625 

1.8162 

19 

32 

1.199 

.941 

.3525 

.2769 

1.8653 

39 

64 

1.263 

.992 

.3713 

.2916 

1.9144 

5 

8 

1.328 

1.043 

.3906 

.3068 

1.9635 

41 

64 

1.395 

1.096 

.4104 

.3223 

2.0126 

21 

32 

1.464 

1.150 

.4307 

.3382 

2.0617 

43 

64 

1.535 

1.205 

.4514 

.3545 

2.1108 

11 

16 

1.607 

1.262 

.4727 

.3712 

2.1599 

45 

64 

1.681 

1.320 

.4944 

.3883 

2.2089 

23 

32 

1.756 

1.380 

.5166 

.4057 

2.2580 

47 

64 

1.834 

1.440 

.5393 

.4236 

2.3071 

3 

4 

1.913 

1.502 

.5625 

.4418 

2.3562 

13 

1 6 

2.245 

1.763 

.6602 

.5185 

2.5526 

7 

8 

2.603 

2.044 

.7656 

.6013 

2.7489 

15 

16 

2.988 

2.347 

.8789 

.6903 

2.9453 

1 

3.400 

2.670 

1.0000 

.7854 

3.1416 

1 

1 6 

3.838 

3.015 

1.1289 

.8866 

3.3380 

1 

8 

4.303 

3.380 

1.2656 

.9940 

3.5343 

3 

16 

4.795 

3.766 

1.4102 

1.1075 

3.7306 

1 

4 

5.313 

4.172 

1.5625 

1.2272 

3.9270 

5 

16 

5.857 

4.600 

1.7227 

1.3530 

4.1234 

3 

8 

6.428 

5.049 

1.8906 

1.4849 

4.3197 

7 

16 

7.026 

5.518 

2.0664 

1.6230 

4.5161 

1 

2 

7.650 

6.008 

2.2500 

1.7671 

4.7124 

9 

1 6 

8.301 

6.519 

2.4414 

1.9175 

4.9088 

5 

8 

8.978 

7.051 

2.6406 

2.0739 

5.1051 

11 

16 

9.682 

7.604 

2.8477 

2.2365 

5.3015 

3 

4 

10.41 

8.178 

3.0625 

2.4053 

5.4978 

13 

11.17 

8.773 

3.2852 

2.5802 

5.6942 

7 

8 

11.95 

9.388 

3.5156 

2.7612 

5.8905 

15 

16 

12.76 

10.02 

3.7539 

2.9483 

6.0869 

CAMBRIA  STEEL.  371 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circnmference 

or  Diameter 

of  Bar 

of  Bar 

of  Bar 

of  0 Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

2 

13.60 

10.68 

4.0000 

3.1416 

6.2832 

1 

T6 

14.46 

11.36 

4.2539 

3.3410 

6.4796 

1 

15.35 

12.06 

4.5156 

3.5466 

6.6759 

3 

16 

16.27 

12.78 

4.7852 

3.7583 

6.8723 

1 

4 

17.21 

13.52 

5.0625 

3.9761 

7.0686 

5 

16 

18.18 

14.28 

5.3477 

4.2000 

7.2650 

3 

8 

19.18 

15.06 

5.6406 

4.4301 

7.4613 

7 

16 

20.20 

15.87 

5.9414 

4.6664 

7.6577 

1 

2 

21.25 

16.69 

6.2500 

4.9087 

7.8540 

9 

16 

22.33 

17.53 

6.5664 

5.1573 

8.0504 

5 

8 

23.43 

18.40 

6.8906 

5.4119 

8.2467 

11 

16 

24.56 

19.29 

7.2227 

5.6727 

8.4431 

3 

4 

25.71 

20.19 

7.5625 

5.9396 

8.6394 

13 

16 

26.90 

21.12 

7.9102 

6.2126 

8.8358 

7 

8 

28.10 

22.07 

8.2656 

6.4918 

9.0321 

15 

16 

29.34 

23.04 

8.6289 

6.7771 

9.2285 

3 

30.60 

24.03 

9.0000 

7.0686 

9.4248 

1 

16 

31.89 

25.05 

9.3789 

7.3662 

9.6212 

1 

8 

33.20 

26.08 

9.7656 

7.6699 

9.8175 

3 

16 

34.55 

27.13 

10.160 

7.9798 

10.014 

1 

4 

35.92 

28.21 

10.563 

8.2958 

10.210 

5 

16 

37.31 

29.30 

10.973 

8.6179 

10.407 

3 

8 

38.73 

30.42 

11.391 

8.9462 

10.603 

7 

T6 

40.18 

31.55 

11.816 

9.2806 

10.799 

1 

2 

41.65 

32.71 

12.250 

9.6211 

10.996 

"fs 

43.15 

33.89 

12.691 

9.9678 

11.192 

5 

8 

44.68 

35.09 

13.141 

10.321 

11.388 

JUL 

16 

46.23 

36.31 

13.598 

10.680 

11.585 

3 

4 

47.82 

37.55 

14.063 

11.045 

11.781 

13 

16 

49.42 

38.81 

14.535 

11.416 

11.977 

7 

8 

51.05 

40.10 

15.016 

11.793 

12.174 

1 5 

16 

52.71 

41.40 

15.504 

12.177 

12.370 

372  CAMBRIA  STEEL. 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or  Diameter 

of  Bar 

of  Bar 

of  Bar 

of  ^ Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

4 

54.40 

42.73 

16.000 

12.566 

12.566 

1 

16 

56.11 

44.07 

16.504 

12.962 

12.763 

1 

8 

57.85 

45.44 

17.016 

13.364 

12.959 

3 

T6 

59.62 

46.83 

17.535 

13.772 

13.155 

1 

4 

61.41 

48.24 

18.063 

14.186 

13.352 

A 

63.23 

49.66 

18.598 

14.607 

13.548 

3 

8 

65.08 

51.11 

19.141 

15.033 

13.745 

_v. 

16 

66.95 

52.58 

19.691 

15.466 

13.941 

1 

2 

68.85 

54.07 

20.250 

15.904 

14.137 

9 

1 6 

70.78 

55.59 

20.816 

16.349 

14.334 

5 

8 

72.73 

57.12 

21.391 

16.800 

14.530 

11 

16 

74.71 

58.67 

21.973 

17.257 

14.726 

3 

4 

76.71 

60.25 

22.563 

17.721 

14.923 

13 

1 6 

78.74 

61.85 

23.160 

18.190 

15.119 

7 

8 

80.80 

63.46 

23.766 

18.665 

15.315 

1 5 

T6 

82.89 

65.10 

24.379 

19.147 

15.512 

5 

85.00 

66.76 

25.000 

19.635 

15.708 

1 

16 

87.14 

68.44 

25.629 

20.129 

15.904 

1 

8 

89.30 

70.14 

26.266 

20.629 

16.101 

3 

16 

91.49 

71.86 

26.910 

21.135 

16.297 

1 

4 

93.71 

73.60 

27.563 

21.648 

16.493 

5 

16 

95.96 

75.37 

28.223 

22.166 

16.690 

3 

8 

98.23 

77.15 

28.891 

22.691 

16.886 

7 

16 

100.5 

78.95 

29.566 

23.221 

17.082 

1 

2 

102.9 

80.78 

30.250 

23.758 

17.279 

9 

16 

105.2 

82.62 

30.941 

24.301 

17.475 

5 

8 

107.6 

84.49 

31.641 

24.851 

17.672 

11 

16 

110.0 

86.38 

32.348 

25.406 

17.868 

3 

4 

112.4 

88.29 

33.063 

25.967 

18.064 

13 

16 

114.9 

90,22 

33.785 

26.535 

18.261 

7 

8 

117.4 

92.17 

34.516 

27.109 

18.457 

15 

16 

119.9 

94.14 

35.254 

27.688 

18.653 

CAMBRIA  STEEL.  873 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness 

"Weight 

Weight 

Area 

Area 

Circnmference 

or  Diameter 

of  Bar 

of  Bar 

of  Bar 

of  ^Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

6 

122.4 

96.13 

36.000 

28.274 

18.850 

1 

16 

125.0 

98.15 

36.754 

28.867 

19.046 

1 

8 

127.6 

100.2 

37.516 

29.465 

19.242 

3 

16 

130.2 

102.2 

38.285 

30.069 

19.439 

1 

4 

132.8 

104.3 

39.063 

30.680 

19.635 

5 

16 

135.5 

106.4 

39.848 

31.296 

19.831 

3 

8 

138.2 

108.5 

40.641 

31.919 

20.028 

7 

16 

140.9 

110.7 

41.441 

32.548 

20.224 

1 

2 

143.7 

112.8 

42,250 

33.183 

20.420 

9 

16 

146.5 

115.0 

43.066 

33.824 

20.617 

5 

8 

149.2 

117.2 

43.891 

34.472 

20.813 

11 

16 

152.1 

119.4 

44.723 

35.125 

21.009 

3 

4 

154.9 

121.7 

45.563 

35.785 

21.206 

13 

16 

157.8 

123.9 

46.410 

36.451 

21.402 

7 

8 

160.7 

126.2 

47.266 

37.122 

21.599 

15 

16 

163.6 

128.5 

48.129 

37.800 

21.795 

7 

166.6 

130.8 

49.000 

38.485 

21.991 

1 

16 

169.6 

133.2 

49.879 

39.175 

22.188 

i 

172.6 

135.6 

50.766 

39.871 

22.384 

175.6 

138.0 

51.660 

40.574 

22.580 

1 

4 

178.7 

140.4 

52.563 

41.283 

22.777 

5 

T6 

181.8 

142.8 

53.473 

41.997 

22.973 

3 

8 

184.9 

145.2 

54.391 

42.718 

23.169 

7 

16 

188.1 

147.7 

55.316 

43.446 

23.366 

1 

2 

191.3 

150.2 

56.250 

44.179 

23.562 

9 

16 

194.5 

152.7 

57.191 

44.918 

23.758 

5 

8 

197.7 

155.3 

58.141 

45.664 

23.955 

11 

16 

200.9 

157.8 

59.098 

46.415 

24.151 

3 

4 

204.2 

160.4 

60.063 

47.173 

24.347 

16 

207.5 

163.0 

61.035 

47.937 

24.544 

7 

8 

210.9 

165.6 

62.016 

48.707 

24.740 

15 

214.2 

168.2 

63.004 

49.483 

24.936 

374  CAMBRIA  STEEL. 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or  Diameter 

of  Bar 

of  Bar 

of  Bar 

of  ^ Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

8 

217.6 

170.9 

64.000 

50.266 

25.133 

1 

1 6 

221.0 

173.6 

65.004 

51.054 

25.329 

1 

8 

224.5 

176.3 

66.016 

51.849 

25.526 

3 

16 

227.9 

179.0 

67.035 

52.649 

25.722 

1 

4 

231.4 

181.8 

68.063 

53.456 

25.918 

5 

16 

234.9 

184.5 

69.098 

54.269 

26.115 

3 

8 

238.5 

187.3 

70.141 

55.088 

26.311 

7 

16 

242.1 

190.1 

71.191 

55.914 

26.507 

1 

2 

245.7 

192.9 

72.250 

56.745 

26.704 

9 

16 

249.3 

195.8 

73.316 

57.583 

26.900 

5 

8 

252.9 

198.6 

74.391 

58.426 

27.096 

11 

16 

256.6 

201.5 

75.473 

59.276 

27.293 

3 

4 

260.3 

204.4 

76.563 

60.132 

27.489 

1 3 

16 

264.0 

207.4 

77.660 

60.994 

27.685 

7 

8 

267.8 

210.3 

78.766 

61.863 

27.882 

1 5 

T6 

271.6 

213.3 

79.879 

62.737 

28.078 

9 

275.4 

216.3 

81.000 

63.617 

28.274 

1 

16 

279.2 

219.3 

82.129 

64.504 

28.471 

1 

8 

283.1 

222.3 

83.266 

65.397 

28.667 

3 

16 

287.0 

225.4 

84.410 

66.296 

28.863 

1 

4 

290.9 

228.5 

85.563 

67.201 

29.060 

_5_ 

1 6 

294.9 

231.6 

86.723 

68.112 

29.256 

3 

8 

298.8 

234.7 

87.891 

69.029 

29.453 

_7. 

16 

302.8 

237.8 

89.066 

69.953 

29.649 

1 

2 

306.9 

241.0 

90.250 

70.882 

29.845 

9 

16 

310.9 

244.2 

91.441 

71.818 

30.042 

s 

315.0 

247.4 

92.641 

72.760 

30.238 

11 

16 

319.1 

250.6 

93.848 

73.708 

30.434 

3 

4 

323.2 

253.8 

95.063 

74.662 

30.631 

13 

1 6 

327.4 

257.1 

96.285 

75.622 

30.827 

7 

8 

331.6 

260.4 

97.516 

76.589 

31.023 

1 5 

16 

335.8 

263.7 

98.754 

77.561 

31.220 

CAMBKIA  STEEL.  375 


SQUARE  AND  ROUND  BARS. 

(concluded.) 


Thicbiess 

Weight 

Weight 

Area 

Area 

Circumference 

or  Diameter 

of  Bar 

of  ^ Bar 

of  1^^  Bar 

of  ^ Bar 

of  Bar 

in  Inches. 

One  Foot  Long. 

One  Foot  Long. 

in  Sq.  Inches. 

in  Sq.  Inches. 

in  Inches. 

10 

340.0 

267.0 

100.00 

78.540 

31.416 

1 

16 

344.3 

270.4 

101.25 

79.525 

31.612 

1 

8 

348.6 

273.8 

102.52 

80.516 

31.809 

3 

16 

352.9 

277.1 

103.79 

81.513 

32.005 

1 

4 

357.2 

280.6 

105.06 

82.516 

32.201 

5 

16 

361.6 

284.0 

106.35 

83.525 

32.398 

3 

8 

366.0 

287.4 

107.64 

84.541 

32.594 

7 

16 

370.4 

290.9 

108.94 

85.563 

32.790 

1 

2 

374.9 

294.4 

110.25 

86.590 

32.987 

9 

T6 

379.3 

297.9 

111.57 

87.624 

33.183 

5 

8 

383.8 

301.5 

112.89 

88.664 

33.380 

11 

16 

388.4 

305.0 

114.22 

89.710 

33.576 

3 

4 

392.9 

308.6 

115.56 

90.763 

33.772 

i3 

16 

397.5 

312.2 

116.91 

91.821 

33.969 

7 

8 

402.1 

315.8 

118.27 

92.886 

34.165 

15 

16 

406.7 

319.5 

119.63 

93.957 

34.361 

11 

411.4 

323.1 

121.00 

95.033 

34.558 

1 

16 

416.1 

326.8 

122.38 

96.116 

34.754 

J 

420.8 

330.5 

123.77 

97.206 

34.950 

A 

425.5 

334.3 

125.16 

98.301 

35.147 

1 

4 

430.3 

338.0 

126.56 

99.402 

35.343 

5 

16 

435.1 

341.7 

127.97 

100.51 

35.539 

3 

8 

439.9 

345.5 

129.39 

101.62 

35.736 

7 

16 

444.8 

349.3 

130.82 

102.74 

35.932" 

1 

2 

449.7 

353.2 

132.25 

103.87 

36.128 

9 

T6 

454.6 

357.0 

133.69 

105.00 

36.325 

5 

8 

459.5 

360.9 

135.14 

106.14 

36.521 

11 

16 

464.4 

364.8 

136.60 

107.28 

36.717 

3 

4 

469.4 

368.7 

138.06 

108.43 

36.914 

13 

16 

474.4 

372.6 

139.54 

109.59 

37.110 

. 7 

8 

479.5 

376.6 

141.02 

110.75 

37.307 

15 

16 

484.5 

380.5 

142.50 

111.92 

37.503 

376  CAMBKIA  STEEL. 


WEIGHTS  OF  SQUARE  AND  ROUND  BARS  PER 
RUNNING  INCH. 


One  cubic  inch  of  steel  weighs  0.2833  lb. 


Thickness  or 

Weight  of 

Weight  of 

Thickness  or 

Weight  of 

Weight  of 

Diameter 

□ Bar 

Q Bar 

Diameter 

□ Bar 

O Bar 

in  Inches. 

One  Inch  Cong. 

One  Inch  long. 

in  Inches. 

One  Inch  Long. 

One  Inch  Long. 

2 

1.13 

.89 

1 

16 

A 

1.21 

.95 

1 

1 

1.28 

1.01 

3 

.01 

A 

i 

1.36 

1.07 

1 

4 

.02 

.01 

1.43 

1.13 

A 

.03 

.02 

A 

1.52 

1.19 

3 

8 

.04 

.03 

3 

8 

1.60 

1.26 

A 

.05 

.04 

A 

1.68 

1.32 

1 

2 

.07 

.06 

2 

1.77 

1.39 

9 

16 

.09 

.07 

A 

1.86 

1.46 

5 

8 

.11 

.09 

5 

8 

1.95 

1.54 

H 

.13 

.11 

H 

2.05 

1.61 

3 

4 

.16 

.13 

3 

4 

2.14 

1.69 

13 

16 

.19 

.15 

a 

2.24 

1.76 

7 

8 

.22 

.17 

7 

8 

2.34 

1.84 

15 

16 

.25 

.20 

15 

16 

2.44 

1.92 

1 

.28 

.22 

3 

2.55 

2.01 

1 

16 

.32 

.25 

1 

16 

2.66 

2.09 

1 

8 

.36 

.28 

i 

2.77 

2.18 

A 

.40 

.31 

A 

2.88 

2.26 

1 

4 

.44 

.35 

2.99 

2.35 

5 

16 

.49 

.38 

5 

16 

3.11 

2.44 

3 

8 

.54 

.42 

3 

8 

3.23 

2.53 

7 

16 

.58 

.46 

7 

16 

3.35 

2.63 

1 

2 

.64 

.50 

1 

2 

3.47 

2.73 

9 

16 

.69 

.54 

9 

16 

3.60 

2.82 

5 

8 

.75 

.59 

5 

8 

3.72 

2.92 

11 

16 

.81 

.63 

11 

16 

3.85 

3.03 

3 

4 

.87 

.68 

3 

4 

3.98 

3.13 

13 

16 

.94 

.73 

13 

16 

4.12 

3.23 

7 

8 

1.00 

.78 

7 

8 

4.25 

3.34 

15 

T6 

1.06 

.84 

15 

16 

4.39 

3.45 

CAMBRIA  STEEL.  377 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness  or 

Weight  of 

Weight  of 

Thickness  or 

Weight  of 

Weight  of 

Diameter 

□ 8“ 

O Bar 

Diameter 

□ Bar 

O 

in  Inches. 

One  Inch  Long. 

One  Inch  Long. 

in  Inches. 

One  Inch  Long. 

One  Inch  Long. 

4 

4.53 

3.57 

6 

10.20 

8.01 

1 

16 

4.68 

3.67 

1 

16 

10.41 

8.18 

1 

8 

4.82 

3.79 

1 

8 

10.63 

8.35 

A 

4.97 

3.90 

_3_ 

16 

10.85 

8.52 

i 

5.12 

4.02 

1 

4 

11.07 

8.69 

5 

16 

5.27 

4.14 

5 

16 

11.29 

8.87 

3 

8 

5.42 

4.26 

3 

8 

11.51 

9.04 

7 

16 

5.58 

4.38 

7 

T6 

11.74 

9.22 

1 

2 

5.74 

4.51 

1 

2 

11.97 

9.40 

9 

16 

5.90 

4.63 

9 

16 

12.20 

9.58 

5 

8 

6.06 

4.76 

5 

8 

12.43 

9.77 

11 

16 

6.23 

4.89 

11 

16 

12.67 

9.95 

3 

4 

6.39 

5.02 

3 

4 

12.91 

10.14 

13 

16 

6.56 

5.15 

13 

16 

13.15 

10.33 

7 

8 

6.73 

5.29 

7 

8 

13.39 

10.52 

15 

16 

6.91 

5.42 

15 

16 

13.64 

10.71 

5 

7.08 

5.56 

7 

13.88 

10.90 

1 

16 

7.26 

5.70 

1 

16 

14.13 

11.10 

1 

8 

7.44 

5.84 

1 

8 

14.38 

11.30 

A 

7.62 

5.99 

3 

16 

14.64 

11.50 

1 

4 

7.81 

6.13 

1 

4 

14.89 

11.70 

A 

8.00 

6.28 

5 

16 

15.15 

11.90 

3 

8 

8.19 

6.43 

3 

8 

15.41 

12.10 

7 

T6 

8.38 

6.58 

16 

15.67 

12.31 

1 

2 

8.57 

6.73 

1 

2 

15.94 

12.52 

9 

16 

8.77 

6.88 

9 

16 

16.20 

12.73 

5 

8 

8.96 

7.04 

5 

8 

16.47 

12.94 

11 

16 

9.16 

7.20 

11 

16 

16.74 

13.15 

3 

4 

9.37 

7,36 

3 

4 

17.02 

13.36 

13. 

16 

9.57 

7.52 

13 

V 

8 

17.29 

13.58 

7 

8 

9.78 

7.68 

17.57 

13.80 

15 

16 

9.99 

7.84 

15 

16 

17.85 

14.02 

378  CAMBKIA  STEEL. 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness  or 

Weight  of 

Weight  of 

Thickness  or 

Weight  of 

Weight  of 

Diameter 

□ Bar 

O B"’ 

Diameter 

□ Bar 

O Bar 

in  Inches, 

One  Inch  Long. 

One  Inch  Long. 

in  Inches. 

One  Inch  Long. 

One  Inch  Long. 

8 

18.11 

14.24 

10 

28.33 

22.25 

1 

IT 

18.42 

14.46 

1 

16 

28.69 

22.53 

i 

18.70 

14.69 

1 

8 

29.04 

22.81 

A 

18.99 

14.92 

A 

29.41 

23.09 

i 

19.28 

15.14 

1 

4 

29.77 

23.38 

T6 

19.58 

15.38 

5 

IT 

30.13 

23.66 

3 

8 

19.87 

15.61 

3 

8 

30.50 

23.95 

IT 

20.17 

15.84 

7 

16 

30.87 

24.24 

1 

2 

20.47 

16.08 

1 

2 

31.24 

24.53 

9 

16 

20.77 

16.31 

9 

16 

31.61 

24.82 

5 

8 

21.08 

16.55 

5 

8 

31.98 

25.12 

H 

21.38 

16.79 

11 

16 

32.36 

25.42 

3 

4 

21.69 

17.04 

3 

4 

32.74 

25.71 

it 

22.00 

17.28 

13 

16 

33.12 

26.01 

7 

8 

22.31 

17.53 

7 

8 

33.51 

26.32 

if 

22.63 

17.77 

15 

T6 

33.89 

26.62 

9 

22.95 

18.02 

11 

34.28 

26.92 

1 

16 

23.27 

18.27 

1 

16 

34.67 

27.23 

i 

23.59 

18.53 

1 

8 

35.06 

27.54 

3 

16 

23.91 

18.78 

JL 

16 

35.46 

27.85 

1 

4 

24.24 

19.04 

1 

4 

35.86 

28.16 

5 

16 

24.57 

19.30 

5 

16 

36.26 

28.48 

3 

8 

24.U0 

19.56 

3 

8 

36.66 

28.79 

IT 

25.23 

19.82 

7 

16 

37.06 

29.11 

i 

25.57 

20.08 

1 

2 

37.47 

29.43 

9 

16 

25.91 

20.35 

9 

16 

37.88 

29.75 

5 

8 

26.25 

20.61 

5 

8 

38.29 

30.07 

26.59 

20.88 

11 

16 

38.70 

30.39 

3 

4 

26.93 

21.15 

3 

4 

39.12 

30.72 

27.28 

21.42 

13 

16 

39.53 

31.04 

7 

8 

27.63 

21.70 

7 

8 

39.95 

31.38 

if  1 

27.98 

21.97 

15 

16 

40.37 

31.71 

CAMBRIA  STEEL.  379 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness  or 
Diameter 
in  Inches. 

Weight  of 

1 1 Bar 

One  Inch  Long. 

Weight  of 

O 

One  Inch  Long. 

Thickness  or 
Diameter 
in  Inches. 

Weight  of 
□ Bar 

One  Inch  Long. 

Weight  of 

O 

One  Inch  Long. 

12 

40.80 

32.04 

16 

72.53 

56.96 

1 

8 

41.65 

32.71 

1 

8 

73.67 

57.86 

1 

4 

42.52 

33.39 

1 

4 

74.81 

58.76 

3 

8 

43.39 

34.08 

3 

8 

75.97 

59.66 

1 

2 

44.27 

34.77 

1 

2 

77.13 

60.58 

5 

8 

45.16 

35.47 

5 

8 

78.31 

61.50 

3 

4 

46.06 

36.17 

3 

4 

79.49 

62.43 

7 

8 

46.96 

36.88 

7 

8 

80.68 

63.36 

13 

47.88 

37.60 

17 

81.88 

64.30 

1 

8 

48.81 

38.33 

1 

8 

83.09 

65.25 

1 

4 

49.74 

39.06 

1 

4 

84.30 

66.21 

3 

8 

50.68 

39.80 

3 

8 

85.53 

67.17 

1 

2 

51.63 

40.55 

1 

2 

86.77 

68.14 

5 

8 

52.59 

41.31 

5 

8 

88.01 

69.12 

3 

4 

53.56 

42.07 

3 

4 

89.26 

70.10 

7 

8 

54.54 

42.84 

7 

8 

90.52 

71.09 

14 

55.53 

43.62 

18 

91.79 

72.09 

1 

8 

56.53 

44.39 

1 

8 

93.07 

73.10 

1 

4 

57.53 

45.18 

1 

4 

94.36 

74.11 

3 

8 

58.54 

45.98 

3 

8 

95.66 

75.13 

1 

2 

59.57 

46.78 

1 

2 

96.96 

76.15 

5 

8 

60.60 

47.59 

5 

8 

98.28 

77.19 

3 

4 

61.64 

48.41 

3 

4 

99.60 

78.22 

7 

8 

62.69 

49.23 

7 

8 

100.94 

79.27 

15 

63.75 

50.06 

19 

102.28 

80.32 

1 

8 

64.81 

50.90 

1 

8 

103.63 

81.39 

1 

4 

65.89 

51.75 

1 

4 

104.99 

82.45 

3 

8 

66.97 

52.60 

3 

8 

106.35 

83.53 

1 

2 

68.07 

53.46 

1 

2 

107.73 

84.61 

5 

8 

69.17 

54.32 

5 

8 

109.12 

85.70 

3 

4 

70.28 

55.20 

3 

4 

110.51 

86.79 

7 

8 

71.40 

56.08 

7 

8 

111.91 

87.89 

380  CAMBKIA  STEEL. 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness  or 
Diameter 
in  Inches. 

Weight  of 
□ Bar 

One  Inch  Long. 

Weight  of 

O 

One  Inch  Long. 

Thickness  or 
Diameter 
in  Inches. 

Weight  of 
□ Bar 

One  Inch  Long. 

Weight  of 

O 

One  Inch  Long. 

20 

113.33 

89.00 

24 

163.19 

128.16 

i 

114.75 

90.12 

i 

164.89 

129.50 

i 

4 

116.18 

91.24 

i 

166.61 

130.85 

3 

8 

117.62 

92.37 

3 

8 

168.33 

132.20 

1 

2 

119.06 

93.51 

1 

2 

170.06 

133.57 

5 

8 

120.52 

94.65 

5 

8 

171.80 

134.93 

3 

4 

121.98 

95.80 

3 

4 

173.55 

136.30 

7 

8 

123.46 

96.96 

7 

8 

175.31 

137.68 

21 

124.94 

98.13 

25 

177.07 

139.07 

1 

126.43 

99.30 

1 

8 

178.85 

140.46 

1 

4 

127.93 

100.48 

1 

4 

180.63 

141.86 

3 

8 

129.44 

101.66 

3 

8 

182.42 

143.27 

1 

2 

130.96 

102.85 

1 

2 

184.23 

144.68 

5 

8 

132.49 

104.05 

5 

8 

186.04 

146.11 

3 

4 

134.03 

105.26 

3 

4 

187.86 

147.54 

7 

8 

135.57 

106.47 

7 

8 

189.68 

148.97 

22 

137.12 

107.69 

26 

191.52 

150.41 

1 

8 

138.69 

108.92 

1 

193.37 

151.86 

1 

4 

140.26 

110.15 

1 

4 

195.22 

153.32 

3 

8 

141.84 

111.40 

3 

8 

197.09 

154.78 

1 

2 

143.43 

112.64 

1 

2 

198.96 

156.25 

5 

8 

145.03 

113.90 

5 

8 

200.84 

157.73 

3 

4 

146.63 

115.16 

3 

4 

202.73 

159.22 

7 

8 

148.25 

116.43 

7 

8 

204.63 

160.71 

23 

149.88 

117.71 

27 

206.54 

162.21 

1 

8 

151.51 

118.99 

1 

8 

208.45 

163.71 

1 

4 

153.15 

120.28 

1 

4 

210.38 

165.22 

3 

8 

154.81 

121.58 

3 

8 

212.31 

166.74 

1 

2 

156.46 

122.88 

1 

2 

214.26 

168.27 

5 

8 

158.13 

124.19 

5 

8 

216.21 

169.80 

3 

4 

159.81 

125.51 

3 

4 

218.17 

171.34 

7 

8 

161.49 

126.83 

7 

8 

220.14 

172.89 

CAMBRIA  STEEL.  381 


SQUARE  AND  ROUND  BARS. 

(continued.) 


Thickness  or 
Diameter 
in  Inches. 

Weight  of 

1 1 Bar 

One  Inch  Long. 

Weight  of 
Q Bar 

One  Inch  Long. 

Thickness  or 
Diameter 
in  Inches. 

Weight  of 
□ Bar 

One  Inch  Long. 

Weight  of 
Q Bar 

One  Inch  Long. 

28 

222.12 

174.44 

32 

290.11 

227.85 

1 

8 

224.11 

176.01 

I 

292.39 

229.63 

1 

4 

226.10 

177.57 

i 

294.67 

231.42 

3 

8 

228.11 

179.15 

3 

8 

296.95 

233.22 

1 

2 

230.12 

180.73 

1 

2 

299.25 

235.02 

5 

8 

232.15 

182.32 

5 

8 

301.56 

236.83 

3 

4 

234.18 

183.91 

3 

4 

303.87 

238.65 

7 

8 

236.22 

185.52 

7 

8 

306.20 

240.48 

29 

238.27 

187.13 

33 

308.53 

242.31 

1 

8 

240.33 

188.74 

1 

8 

310.87 

244.15 

1 

4 

242.39 

190.37 

1 

4 

313.22 

245.99 

3 

8 

244.47 

192.00 

3 

8 

315.58 

247.85 

1 

2 

246.56 

193.64 

1 

2 

317.95 

249.71 

5 

8 

248.65 

195.28 

5 

8 

320.33 

251.57 

3 

4 

250.75 

196.93 

3 

4 

322.71 

253.45 

7 

8 

252.86 

198.59 

7 

8 

325.11 

255.33 

30 

254.98 

200.25 

34 

327.51 

257.22 

1 

8 

257.11 

201.93 

1 

8 

329.93 

259.11 

1 

4 

259.25 

203.61 

1 

4 

332.35 

261.01 

3 

8 

261.40 

205.29 

3 

8 

334.78 

262.92 

1 

2 

263.55 

206.99 

1 

o 

337.22 

264.84 

5 

8 

265.72 

208.69 

5 

8 

339.66 

266.76 

3 

4 

267.89 

210.39 

3 

4 

342.12 

268.69 

7 

8 

270.07 

212.11 

7 

8 

344.59 

270.63 

31 

272.27 

213.83 

35 

347.06 

272.57 

1 

8 

274.47 

215.56 

1 

8 

349.54 

274.52 

1 

4 

276.68 

217.29 

1 

4 

352.04 

276.48 

3 

8 

278.89 

219.03 

3 

8 

354.54 

278.44 

1 

2 

281.12 

220.78 

1 

2 

357.05 

280.41 

5 

8 

283.36 

222.54 

5 

8 

359.57 

282.39 

3 

4 

285.60 

224.30 

3 

4 

362.09 

284.38 

1 

8 

287.85 

226.07 

7 

8 

364.63 

286.37 

382  CAMBKIA  STEEL. 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

For  Thicknesses  from  ^ in.  to  2 in.  and  Widths  from  1 in.  to  12f  in. 


Tliickiiesg 

in  Inches. 

1" 

If" 

If" 

•13// 

■*•4 

2" 

2i" 

2i" 

2J" 

12" 

A 

.063 

.078 

.094 

.109 

.125 

.141 

.156 

.172 

.750 

i 

.125 

.156 

.188 

.219 

.250 

.281 

.313 

.344 

1.50 

A 

.188 

.234 

.281 

.328 

.375 

.422 

.469 

.516 

2.25 

i 

.250 

.313 

.375 

.438 

.500 

.563 

.625 

.688 

3.00 

A 

.313 

.391 

.469 

.547 

.625 

.703 

.781 

.859 

3.75 

3 

8 

,375 

.469 

.563 

.656 

.750 

.844 

.938 

1.03 

4.50 

A 

.438 

.547 

.656 

.766 

.875 

.984 

1.09 

1.20 

5.25 

1 

2 

.500 

.625 

.750 

.875 

1.00 

1.13 

1.25 

1.38 

6.00 

9 

.563 

.703 

.844 

.984 

1.13 

1.27 

1.41 

1.55 

6.75 

5 

8 

.625 

.781 

.938 

1.09 

1.25 

1.41 

1.56 

1.72 

7.50 

a 

.688 

.859 

1.03 

1.20 

1.38 

1.55 

1.72 

1.89 

8.25 

3 

4 

.750 

.938 

1.13 

1.31 

1.50 

1.69 

1.88 

2.06 

9.00 

13 

16 

.813 

1.02 

1.22 

1.42 

1.63 

1.83 

2.03 

2.23 

9.75 

7 

8 

.875 

1.09 

1.31 

1.53 

1.75 

1.97 

2.19 

2.41 

10.50 

15. 

16 

.938 

1.17 

1.41 

1.64 

1.88 

2.11 

2.34 

2.58 

11.25 

1 

1.00 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

2.75 

12.00 

^A 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

u 

1.13 

1.41 

1.69 

1.97 

2.25 

2.53 

2.81 

3.09 

13.50 

lA 

1.19 

1.48 

1.78 

2.08 

2.38 

2.67 

2.97 

3.27 

14.25 

U 

1.25 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3.44 

15.00 

1-5- 

^16 

1.31 

1.64 

1.97 

2.30 

2.63 

2.95 

3.28 

3.61 

15.75 

If 

1.38 

1.72 

2.06 

2.41 

2.75 

3.09 

3.44 

3.78 

16.50 

lA 

1.44 

1.80 

2.16 

2.52 

2.88 

3.23 

3.59 

3.95 

17.25 

u 

1.50 

1.88 

2.25 

2.63 

3.00 

3.38 

3.75 

4.13 

18.00 

1-^ 

••■16 

1.56 

1.95 

2.34 

2.73 

3.13 

3.52 

3.91 

4.30 

18.75 

If 

1.63 

2.03 

2.44 

2.84 

3.25 

3.66 

4.06 

4.47 

19.50 

Iff 

1.69 

2.11 

2.53 

2.95 

3.38 

3.80 

4.22 

4.64 

20.25 

If 

1.75 

2.19 

2.63 

3.06 

3.50 

3.94 

4.38 

4.81 

21.00 

Iff 

1.81 

2.27 

2.72 

3.17 

3.63 

4.08 

4.53 

4.98 

21.75 

If 

1.88 

2.34 

2.81 

3.28 

3.75 

4.22 

4.69 

5.16 

22.50 

Iff 

1.94 

2.42 

2.91 

3.39 

3.88 

4.36 

4.84 

5.33 

23.25 

2 

2.00 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

5.50 

24.00 

CAMBRIA  STEEL.  383 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

(continued.) 


Thickness 

in  Inches. 

3" 

3J" 

3|" 

Ml-.)! 

CO 

4" 

41" 

4i" 

4|" 

12" 

.188 

.203 

.219 

.234 

.250 

.266 

.281 

.297 

.750 

i 

.375 

.406 

.438 

.469 

.500 

.531 

.563 

.594 

1.50 

3 

16 

.563 

.609 

.656 

.703 

.750 

.797 

.844 

.891 

2.25 

1 

4 

.750 

.813 

.875 

.938 

1.00 

1.06 

1.13 

1.19 

3.00 

5 

16 

.938 

1.02 

1.09 

1.17 

1.25 

1.33 

1.41 

1.48 

3.75 

3 

8 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

1.69 

1.78 

4.50 

7 

16 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

1.97 

2.08 

5.25 

1 

2 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 

2.25 

2.38 

6.00 

9 

T6 

1.69 

1.83 

1.97 

2.11 

2.25 

2.39 

2.53 

2.67 

6.75 

5 

8 

1.88 

2.03 

2.19 

2.34 

2.50 

2.66 

2.81 

2.97 

7.50 

11 

16 

2.06 

2.23 

2.41 

2.58 

2.75 

2.92 

3.09 

3.27 

8.25 

3 

4 

2.25 

2.44 

2.63 

2.81 

3.00 

3.19 

3.38 

3.56 

9.00 

13 

16 

2.44 

2.64 

2.84 

3.05 

3.25 

3.45 

3.66 

3.86 

9.75 

7 

8 

2.63 

2.84 

3.06 

3.28 

3.50 

3.72 

3.94 

4.16 

10.50 

15 

16 

2.81 

3.05 

3.28 

3.52 

3.75 

3.98 

4.22 

4.45 

11.25 

1 

3.00 

3.25 

3.50 

3.75 

4.00 

4.25 

4.50 

4.75 

12.00 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

U 

3.38 

3.66 

3.94 

4.22 

4.50 

4.78 

5.06 

5.34 

13.50 

3.56 

3.86 

4.16 

4.45 

4.75 

5.05 

5.34 

5.64 

14.25 

u 

3.75 

4.06 

4.38 

4.69 

5.00 

5.31 

5.63 

5.94 

15.00 

1-5- 

^16 

3.94 

4.27 

4.59 

4.92 

5.25 

5.58 

5.91 

6.23 

15.75 

1 3. 

1 8 

4.13 

4.47 

4.81 

5.16 

5.50 

5.84 

6.19 

6.53 

16.50 

4.31 

4.67 

5.03 

5.39 

5.75 

6.11 

6.47 

6.83 

17.25 

u 

4.50 

4.88 

5.25 

5.63 

6.00 

6.38 

6.75 

7.13 

18.00 

1-i- 

*16 

4.69 

5.08 

5.47 

5.86 

6.25 

6.64 

7.03 

7.42 

18.75 

If 

4.88 

5.28 

5.69 

6.09 

6.50 

6.91 

7.31 

7.72 

19.50 

IH 

5.06 

5.48 

5.91 

6.33 

6.75 

7.17 

7.59 

8.02 

20.25 

If 

5.25 

5.69 

6.13 

6.56 

7.00 

7.44 

7.88 

8.31 

21.00 

m 

5.44 

5.89 

6.34 

6.80 

7.25 

7.70 

8.16 

8.61 

21.75 

u 

5.63 

6.09 

6.56 

7.03 

7.50 

7.97 

8.44 

8.91 

22.50 

Iff 

5.81 

6.30 

6.78 

7.27 

7.75 

8.23 

8.72 

9.20 

23.25 

2 

6.00 

6.50 

7.00 

7.50 

8.00 

8.50 

9.00 

9.50 

24.00 

384  CAMBRIA  STEEL. 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

(continued.) 


Thickness 

in  Inches. 

6" 

6i" 

6i" 

6f" 

6" 

6i" 

6i" 

6|" 

12" 

1 

16 

.313 

.328 

.344 

.359 

.375 

.391 

.406 

.422 

.750 

1 

8 

.625 

.656 

.688 

.719 

.750 

.781 

.813 

.844 

1.50 

-3_ 

16 

.938 

.984 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

2.25 

1 

4 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

3.00 

5 

16 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

3.75 

3 

8 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

4.50 

7 

16 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.95 

5.25 

1 

2 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

6.00 

9 

16 

2.81 

2.95 

3.09 

3.23 

3.38 

3.52 

3.66 

3.80 

6.75 

5 

8 

3.13 

3.28 

3.44 

3.59 

3.75 

3.91 

4.06 

4.22 

7.50 

11 

16 

3.44 

3.61 

3.78 

3.95 

4.13 

4.30 

4.47 

4.64 

8.25 

3 

4 

3.75 

3.94 

4.13 

4.31 

4.50 

4.69 

4.88 

5.06 

9.00 

13 

16 

4.06 

4.27 

4.47 

4.67 

4.88 

5.08 

5.28 

5.48 

9.75 

7 

8 

4.38 

4.59 

4.81 

5.03 

5.25 

5.47 

5.69 

5.91 

10.50 

15 

16 

4.69 

4.92 

5.16 

5.39 

5.63 

5.86 

6.09 

6.33 

11.25 

1 

5.00 

5.25 

5.50 

5.75 

6.00 

6.25 

6.50 

6.75 

12.00 

lA 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

^ 8 

5.63 

5.91 

6.19 

6.47 

6.75 

7.03 

7.31 

7.59 

13.50 

■*^16 

5.94 

6.23 

6.53 

6.83 

7.13 

7.42 

7.72 

8.02 

14.25 

A 4 

6.25 

6.56 

6.88 

7.19 

7.50 

7.81 

8.13 

8.44 

15.00 

1-^ 

■*•16 

6.56 

6.89 

7.22 

7.55 

7.88 

8.20 

8.53 

8.86 

15.75 

^ 8 

6.88 

7.22 

7.56 

7.91 

8.25 

8.59 

8.94 

9.28 

16.50 

lA 

7.19 

7.55 

7.91 

8.27 

8.63 

8.98 

9.34 

9.70 

17.25 

U 

7.50 

7.88 

8.25 

8.63 

9.00 

9.38 

9.75 

10.13 

18.00 

7.81 

8.20 

8.59 

8.98 

9.38 

9.77 

10.16 

10.55 

18.75 

If 

8.13 

8.53 

8.94 

9.34 

9.75 

10.16 

10.56 

10.97 

19.50 

1 li 
^16 

8.44 

8.86 

9.28 

9.70 

10.13 

10.55 

10.97 

11.39 

20.25 

li 

8.75 

9.19 

9.63 

10.06 

10.50 

10.94 

11.38 

11.81 

21.00 

9.06 

9.52 

9.97 

10.42 

10.88 

11.33 

11.78 

12.23 

21.75 

U 

9.38 

9.84 

10.31 

10.78 

11.25 

11.72 

12.19 

12.66 

22.50 

itt 

9.69 

10.17 

10.66 

11.14 

11.63 

12.11 

12.59 

13.08 

23.25 

2 

10.00 

10.50 

11.00 

11.50 

12.00 

12.50 

13.00 

13.50 

24.00 

CAMBKIA  STEEL.  385 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

(continued.) 


Thickness 

in  Inches. 

7" 

7i" 

nirr 

• 2 

73// 

• 4 

8" 

hItJ) 

00 

00 

00 

12" 

A 

.438 

.453 

.469 

.484 

.500 

.516 

.531 

.547 

.750 

1 

8 

.875 

.906 

.938 

.969 

1.00 

1.03 

1.06 

1.09 

1.50 

_3_ 

16 

1.31 

1.36 

1.41 

1.45 

1.50 

1.55 

1.59 

1.64 

2.25 

1 

4 

1.75 

1.81 

1.88 

1.94 

2.00 

2.06 

2.13 

2.19 

3.00 

5 

16 

2.19 

2.27 

2.34 

2.42 

2.50 

2.58 

2.66 

2.73 

3.75 

3 

8 

2.63 

2.72 

2.81 

2.91 

3.00 

3.09 

3.19 

3.28 

4.50 

JL. 

16 

3.06 

3.17 

3.28 

3.39 

3.50 

3.61 

3.72 

3.83 

5.25 

1 

2 

3.50 

3.63 

3.75 

3.88 

4.00 

4.13 

4.25 

4.38 

6.00 

9 

16 

3.94 

4.08 

4.22 

4.36 

4.50 

4.64 

4.78 

4.92 

6.75 

5 

8 

4.38 

4.53 

4.69 

4.84 

5.00 

5.16 

5.31 

5.47 

7.50 

11 

16 

4.81 

4.98 

5.16 

5.33 

5.50 

5.67 

5.84 

6.02 

8.25 

3 

4 

5.25 

5.44 

5.63 

5.81 

6.00 

6.19 

6.38 

6.56 

9.00 

16 

5.69 

5.89 

6.09 

6.30 

6.50 

6.70 

6.91 

7.11 

9.75 

7 

8 

6.13 

6.34 

6.56 

6.78 

7.00 

7.22 

7.44 

7.66 

10.50 

15 

16 

6.56 

6.80 

7.03 

7.27 

7.50 

7.73 

7.97 

8.20 

11.25 

1 

7.00 

7.25 

7.50 

7.75 

8.00 

8.25 

8.50 

8.75 

12.00 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

U 

7.88 

8.16 

8.44 

8.72 

9.00 

9.28 

9.56 

9.84 

13.50 

lA 

8.31 

8.61 

8.91 

9.20 

9.50 

9.80 

10.09 

J0.39 

14.25 

1 i 

i 4 

8.75 

9.06 

9.38 

9.69 

10.00 

10.31 

10.63.; 

16:94 

15.00 

1-i- 

*16 

9.19 

9.52 

9.84 

10.17 

10.50 

10.83 

11.16 

11.48 

15.75 

If 

9.63 

9.97 

10.31 

10.66 

11.00 

11.34 

11.69 

12.03 

16,50 

lA 

10.06 

10.42 

10.78 

11.14 

11.50 

11.86 

12.22 

12.58 

17.25 

U 

10.50 

10.88 

11.25 

11.63 

12.00 

12.38 

12.75 

13.13 

18.00 

1T6 

10.94 

11.33 

11.72 

12.11 

12.50 

12.89 

13.28 

13.67 

18.75 

If 

11.38 

11.78 

12.19 

12.59 

13.00 

13.41 

13.81 

14.22 

19,50 

11.81 

12.23 

12.66 

13.08 

13.50 

13.92 

14.34 

14.77 

20.25 

If 

12.25 

12.69 

13.13 

13.56 

14.00 

14.44 

14.88 

15.31 

21.00 

IH 

12.69 

13.14 

13.59 

14.05 

14.50 

14.95 

15.41 

15.86 

21.75 

U 

13.13 

13.59 

14.06 

14.53 

15.00 

15.47 

15.94 

16.41 

22.50 

Iff 

13.56 

14.05 

14.53 

15.02 

15.50 

15.98 

16.47 

16.95 

23.25 

2 

14.00 

14.50 

15.00 

15.50 

16.00 

16.50 

17.00 

117.50 

24.00 

386  CAMBRIA  STEEL. 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

(continued.) 


Thickness 

in  Inches. 

9" 

9i" 

9i" 

9|" 

10" 

lOi" 

10|" 

10|" 

12" 

1 

16 

.563 

.578 

.594 

.609 

.625 

.641 

.656 

.672 

.750 

1 

8 

1.13 

1.16 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.50 

_3_ 

16 

1.69 

1.73 

1.78 

1.83 

1.88 

1.92 

1.97 

2.02 

2.25 

i 

4 

2.25 

2.31 

2.38 

2.44 

2.50 

2.56 

2.63 

2.69 

3.00 

5 

16 

2.81 

2.89 

2.97 

3.05 

3.13 

3.20 

3.28 

3.36 

3.75 

3 

8 

3.38 

3.47 

3.56 

3.66 

3.75 

3.84 

3.94 

4.03 

4.50 

IT 

3.94 

4.05 

4.16 

4.27 

4.38 

4.48 

4.59 

4.70 

5.25 

1 

2 

4.50 

4.63 

4.75 

4.88 

5.00 

5.13 

5.25 

5.38 

6.00 

9 

16 

5.06 

5.20 

5.34 

5.48 

5.63 

5.77 

5.91 

6.05 

6.75 

5 

8 

5.63 

5.78 

5.94 

6.09 

6.25 

6.41 

6.56 

6.72 

7.50 

11 

16 

6.19 

6.36 

6.53 

6.70 

6.88 

7.05 

7.22 

7.39 

8.25 

3 

4 

6.75 

6.94 

7.13 

7.31 

7.50 

7.69 

7.88 

8.06 

9.00 

13. 

16 

7.31 

7.52 

7.72 

7.92 

8.13 

8.33 

8.53 

8.73 

9.75 

7 

8 

7.88 

8.09 

8.31 

8.53 

8.75 

8.97 

9.19 

9.41 

10.50 

15 

16 

8.44 

8.67 

8.91 

9.14 

9.38 

9.61 

9.84 

10.08 

11.25 

1 

9.00 

9.25 

9.50 

9.75 

10.00 

10.25 

10.50 

10.75 

12.00 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

U 

10.13 

10.41 

10.69 

10.97 

11.25 

11.53 

11.81 

12.09 

13.50 

lA 

10.69 

10.98 

11.28 

11.58 

11.88 

12.17 

12.47 

12.77 

14.25 

U 

11.25 

11.56 

11.88 

12.19 

12.50 

12.81 

13.13 

13.44 

15.00 

1* 

11.81 

12.14 

12.47 

12.80 

13.13 

13.45 

13.78 

14.11 

15.75 

1 3. 

1 8 

12.38 

12.72 

13.06 

13.41 

13.75 

14.09 

14.44 

14.78 

16.50 

1-^ 

1 16 

12.94 

13.30 

13.66 

14.02 

14.38 

14.73 

15.09 

15.45 

17.25 

^ 2 

13.50 

13.88 

14.25 

14.63 

15.00 

15.38 

15.75 

16.13 

18.00 

1* 

14.06 

14.45 

14.84 

15.23 

15.63 

16.02 

16.41 

16.80 

18.75 

If 

14.63 

15.03 

15.44 

15.84 

16.25 

16.66 

17.06 

17.47 

19.50 

lii 

■•^16 

15.19 

15.61 

16.03 

16.45 

16.88 

17.30 

17.72 

18.14 

20.25 

u 

15.75 

16.19 

16.63 

17.06 

17.50 

17.94 

18.38 

18.81 

21.00 

16.31 

16.77 

17.22 

17.67 

18.13 

18.58 

19.03 

19.48 

21.75 

u 

16.88 

17.34 

17.81 

18.28 

18.75 

19.22 

19.69 

20.16 

22.50 

III 

17.44 

17.92 

18.41 

18.89 

19.38 

19.86 

20.34 

20.83 

23.25 

2 

18.00 

18.50 

19.00 

19.50 

20.00 

20.50 

21.00 

21.50 

24.00 

CAMBKIA  STEEL.  387 


AREAS  OF  FLAT  ROLLED  STEEL  BARS. 

(concluded.) 


Thickness 

11" 

Hi" 

Hi" 

Hi" 

1 

12" 

12i" 

12i" 

121" 

^■Sll 

in  Inches. 

.S|S 

o ^ 

® ,Q\^ 

1 

T6 

.688 

.703 

.719 

.734 

.750 

.766 

.781 

.797 

^ CO 

1 

1.38 

1.41 

1.44 

1.47 

1.50 

1.53 

1.56 

1.59 

CJ  (L» 

A 

2.06 

2.11 

2.16 

2.20 

2.25 

2.30 

2.34 

2.39 

i 

2.75 

2.81 

2.88 

2.94 

3.00 

3.06 

3.13 

3.19 

a 

A 

3.44 

3.52 

3.59 

3.67 

3.75 

3.83 

3.91 

3.98 

g-o  ° 

3 

8 

4.13 

4.22 

4.31 

4.41 

4.50 

4.59 

4.69 

4.78 

A 

4.81 

4.92 

5.03 

5.14 

5.25 

5.36 

5.47 

5.58 

1 

2 

5.50 

5.63 

5.75 

5.88 

6.00 

6.13 

6.25 

6.38 

cXj 

A 

6.19 

6.33 

6.47 

6.61 

6.75 

6.89 

7.03 

7.17 

5 

8 

6.88 

7.03 

7.19 

7.34 

7.50 

7.66 

7.81 

7.97 

cd 

11 

16 

7.56 

7.73 

7.91 

8.08 

8.25 

8.42 

8.59 

8.77 

rt  O 3 

2 O' 

3 

4 

8.25 

8.44 

8.63 

8.81 

9.00 

9.19 

9.38 

9.56 

« 

8.94 

9.14 

9.34 

9.55 

9.75 

9.95 

10.16 

10.36 

S-C” 

7 

8 

9.63 

9.84 

10.06 

10.28 

10.50 

10.72 

10.94 

11.16 

15 

16 

10.31 

10.55 

10.78 

11.02 

11.25 

11.48 

11.72 

11.95 

So| 

1 

11.00 

11.25 

11.50 

11.75 

12.00 

12.25 

12.50 

12.75 

a>  .T-t 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 

U 

12.38 

12.66 

12.94 

13.22 

13.50 

13.78 

14.06 

14.34 

lA 

13.06 

13.36 

13.66 

13.95 

14.25 

14.55 

14.84 

15.14 

II 

C I— 1 

li 

13.75 

14.06 

14.38 

14.69 

15.00 

15.31 

15.63 

15.94 

o 

X)  ccJV  . 

1-5- 

■*^16 

14.44 

14.77 

15.09 

15.42 

15.75 

16.08 

16.41 

16.73 

o o 

If 

15.13 

15,47 

15.81 

16.16 

16.50 

16.84 

17.19 

17.53 

lA 

15.81 

16.17 

16.53 

16.89 

17.25 

17.61 

17.97 

18.33 

0)  5 0) 

CJ  M cc  £ 

2 

16.50 

16.88 

17.25 

17.63 

18.00 

18.38 

18.75 

19.13 

OC  3 

1-^ 

* 16 

17.19 

17.58 

17.97 

18.36 

18.75 

19.14 

19.53 

19.92 

•S^:s:= 

If 

17.88 

18.28 

18.69 

19.09 

19.50 

19.91 

20.31 

20.72 

IH 

18.56 

18.98 

19.41 

19.83 

20.25 

20.67 

21.09 

21.52 

"-3°” 

U 

19.25 

19.69 

20.13 

20.56 

21.00 

21.44 

21.88 

22.31 

IH 

19.94 

20.39 

20.84 

21.30 

21.75 

22.20 

22.66 

23.11 

U 

20.63 

21.09 

21.56 

22.03 

22.50 

22.97 

23.44 

23.91 

Iff 

21.31 

21.80 

22.28 

|23.00 

22.77 

23.25 

23.73 

24.22 

24.70 

2 

22.00 

122.50 

23.50 

24.00 

24.50 

25.00 

25.50 

f <y  a;X 

388  CAMBKIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STRIPS,  HOOP  OR 
BAND  STEEL. 

Pounds  per  Lineal  Foot. 

Thicknesses  by  Birmingham  Wire  Gauge. 


One  cubic  foot  of  steel  weighs  489.6  pounds. 

For  widths  from  % inch  to  % inch  and  thicknesses  from  No.  19  to  No.  11  B.W.G. 


Width 

No.  19. 

No.  18. 

No.  17. 

No.  16. 

No.  15. 

No.  14. 

No.  13. 

No.  12. 

No.  11. 

in  Inches. 

.042  In. 

.049  In. 

.058  In. 

.065  In. 

.072  In. 

.083  In. 

.095  In. 

.109  In. 

.120  In. 

1 

4 

.036 

.042 

.049 

.055 

.061 

.071 

.081 

.093 

.102 

.038 

.044 

.052 

.059 

.065 

.075 

.086 

.098 

.108 

9 

32 

.040 

.047 

.055 

.062 

.069 

.079 

.091 

.104 

.115 

1 9 

.042 

.049 

.059 

.066 

.073 

.084 

.096 

.110 

.121 

A 

.045 

.052 

.062 

.069 

.077 

.088 

.101 

.116 

.128 

f ? 

.047 

.055 

.065 

.073 

.080 

.093 

.106 

.122 

.134 

11 

32 

.049 

.057 

.068 

.076 

.084 

.097 

.111 

.127 

.140 

23 

.051 

.060 

.071 

.079 

.088 

.101 

.116 

.133 

.147 

3 

8 

.054 

.062 

.074 

.083 

.092 

.106 

.121 

.139 

.153 

.056 

.065 

.077 

.086 

.096 

.110 

.126 

.145 

.159 

13 

32 

.058 

.068 

.080 

.090 

.099 

.115 

.131 

.151 

.166 

fi 

.060 

.070 

.083 

.093 

.103 

.119 

.136 

.156 

.172 

7 

16 

.062 

.073 

.086 

.097 

.107 

.123 

.141 

.162 

.179 

2 9 

.065 

.075 

.089 

.100 

.111 

.128 

.146 

.168 

.185 

15 

3 2 

.067 

.078 

.092 

.104 

.115 

.132 

.151 

.174 

.191 

31 

64 

.069 

.081 

.096 

.107 

.119 

.137 

.156 

.180 

.198 

1 

2 

.071 

.083 

.099 

.111 

.122 

.141 

.162 

.185 

.204 

il 

.074 

.086 

.102 

.114 

.126 

.146 

.167 

.191 

.210 

1 7 

32 

.076 

.089 

.105 

.117 

.130 

.150 

.172 

.197 

.217 

li 

.078 

.091 

.108 

.121 

.134 

.154 

.177 

.203 

.223 

9 

16 

.080 

.094 

.111 

.124 

.138 

.159 

.182 

.208 

.230 

3 7 

.083 

.096 

.114 

.128 

.142 

.163 

.187 

.214 

.236 

19 

3 2 

.085 

.099 

.117 

.131 

.145 

.168 

.192 

.220 

.242 

If 

.087 

.102 

.120 

.135 

.149 

.172 

.197 

.226 

.249 

5 

8 

.089 

.104 

.123 

.138 

.153 

.176 

.202 

.232 

.255 

41 

.091 

.107 

.126 

.142 

.157 

.181 

.207 

.237 

.261 

21 

32 

.094 

.109 

.129 

.145 

.161 

.185 

.212 

.243 

.268 

43 

6¥ 

.096 

.112 

.132 

.148 

.164 

.190 

.217 

.249 

.274 

11 

16 

.098 

.115 

.136 

.152 

.168 

.194 

.222 

.255 

.281 

4 5 

.100 

.117 

.139 

.155 

.172 

.198 

.227 

.261 

.287 

23 

3 2 

.103 

.120 

.142 

.159 

.176 

.203 

.232 

.266 

.293 

u 

.105 

.122 

.145 

.162 

.180 

.207 

.237 

.272 

.300 

3 

4 

.107 

.125 

.148 

.166 

.184 

.212 

.242 

.278 

.306 

390  CAMBBIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Founds  per  Lineal  Foot. 


(continued.) 


Thickness 

in  Inches. 

;2  5// 
6? 

13  V 

32 

27  n 
ST 

7 n 

16 

29  V 

ST 

15// 

32 

ir 

IV 

2 

12" 

1 

16 

.083 

.086 

.090 

.093 

.096 

.100 

.103 

.106 

2.55 

'ST 

.104 

.108 

.112 

.116 

.120 

.125 

.129 

.133 

3.19 

A 

.125 

.129 

.134 

.139 

.144 

.149 

.154 

.159 

3.83 

A 

.145 

.151 

.157 

.163 

.169 

.174 

.180 

.186 

4.46 

1 

8 

.166 

.173 

.179 

.186 

.193 

.199 

.206 

.212 

5.10 

9 

ST 

.187 

.194 

.202 

.209 

.217 

.224 

.232 

.239 

5.74 

s 

"32 

.208' 

.216 

.224 

.232 

.241 

.249 

.257 

.266 

6.38 

.228 

.237 

.247 

.256 

.265 

.274 

.283 

.292 

7.01 

A 

.249 

.259 

.269 

.279 

.289 

.299 

.309 

.319 

7.65 

if 

.270 

.281 

.291 

.302 

.313 

.324 

.335 

.345 

8.29 

7 

32 

.291 

.302 

.314 

.325 

.337 

.349 

.360 

.372 

8.93 

1 5 

ST 

.311 

.324 

.336 

.349 

.361 

.374 

.386 

.398 

9.56 

1 

4 

.332 

.345 

.359 

.372 

.385 

.398 

.412 

.425 

10.20 

a 

.353 

.367 

.381 

.395 

.409 

.423 

.437 

.452 

10.84 

3 2 

.374 

.388 

.403 

.418 

.433 

.448 

.463 

.478 

11.48 

1 9 

ST 

.394 

.410 

.426 

.442 

.457 

.473 

.489 

.505 

12.11 

5 

16 

.415 

.432 

.448 

.465 

.481 

.498 

.515 

.531 

12.75 

2 1 

.436 

.453 

.471 

.488 

.506 

.523 

.540 

.558 

13.39 

11 

.457 

.475 

.493 

.511 

.530 

.548 

.566 

.584 

14.03 

If 

.477 

.496 

.515 

.535 

.554 

.573 

.592 

.611 

14.66 

3 

8 

.498 

.518 

.538 

.558 

.578 

.598 

.618 

.638 

15.30 

25 

ST 

.519 

.540 

.560 

.581 

.602 

.623 

.643 

.664 

15.94 

13 

■?¥ 

.540 

.561 

.583 

.604 

.626 

.647 

.669 

.691 

16.58 

If 

.560 

.583 

.605 

.628 

.650 

.672 

.695 

.717 

17.21 

A 

.581 

.604 

.628 

.651 

.674 

.697 

.721 

.744 

17.85 

li 

.602 

.626 

.650 

.674 

.698 

.722 

.746 

.770 

18.49 

15 

3 2 

.623 

.647 

.672 

.697 

.722 

.747 

.772 

.797 

19.13 

3 1 

.643 

.669 

.695 

.721 

.746 

.772 

.798 

.823 

19.76 

1 

2 

.664 

.691 

.717 

.744 

.770 

.797 

.823 

.850 

20.40 

3.3 

ST 

.685 

.712 

.740 

.767 

.794 

.822 

.849 

.877 

21.04 

17 

3T 

.706 

.734 

.762 

.790 

.818 

.847 

.875 

.903 

21.68 

3 5 
"6? 

.726 

.755 

.784 

.813 

.843 

.872 

.901 

.930 

22.31 

9 

.747 

.777 

.807 

.837 

.867 

.896 

.926 

.956 

22.95 

392  CAMBBIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


(continued.) 


Thickness 

41// 

21// 

4 3// 

11// 

46// 

2 3// 

47// 

3// 

12" 

in  Inches. 

32 

16 

6? 

32 

4 

1 

16 

.136 

.139 

.143 

.146 

.149 

.153 

.156 

.159 

2.55 

A 

.170 

.174 

.178 

.183 

.187 

.191 

.195 

.199 

3.19 

T2 

.204 

.209 

.214 

.219 

.224 

.229 

.234 

.239 

3.83 

A 

.238 

.244 

.250 

.256 

.261 

.267 

.273 

.279 

4.46 

i 

.272 

.279 

.286 

.292 

.299 

.305 

.312 

.319 

5.10 

A 

.306 

.314 

.321 

.329 

.336 

.344 

.351 

.359 

5.74 

A 

.340 

.349 

.357 

.365 

.374 

.382 

.390 

.398 

6.38 

ii 

.374 

.383 

.393 

.402 

.411 

.420 

.429 

.438 

7.01 

A 

.408 

.418 

.428 

.438 

.448 

.458 

.468 

.478 

7.65 

1 3 

.442 

.453 

.464 

.475 

.486 

.496 

.507 

.518 

8.29 

A 

.476 

.488 

.500 

.511 

.523 

.535 

.546 

.558 

8.93 

ii 

.510 

.523 

.535 

.548 

.560 

.573 

.585 

.598 

9.56 

1 

4 

.545 

.558 

.571 

.584 

.598 

.611 

.624 

.638 

10.20 

1 7 

.579 

.593 

.607 

.621 

.635 

.649 

.663 

.677 

10.84 

9 

T2 

.613 

.628 

.642 

.657 

.672 

.687 

.702 

.717 

11.48 

1 9 

.647 

.662 

.678 

.694 

.710 

.725 

.741 

.757 

12.11 

A 

.681 

.697 

.714 

.730 

.747 

.764 

.780 

.797 

12.75 

f? 

.715 

.732 

.750 

.767 

.784 

.802 

.819 

.827 

13.39 

11 

32 

.749 

.767 

.785 

.804 

.822 

.840 

.858 

.877 

14.03 

23 

.783 

.802 

.821 

.840 

.859 

.878 

.897 

.916 

14.66 

3 

8 

.817 

.837 

.857 

.877 

.896 

.916 

.936 

.956 

15.30 

fi" 

.851 

.872 

.892 

.913 

.934 

.955 

.975 

.996 

15.94 

13 

3T 

.885 

.906 

.928 

.950 

.971 

.993 

1.01 

1.04 

16.58 

2 7 

.919 

.941 

.964 

.986 

1.01 

1.03 

1.05 

1.08 

17.21 

7 

16 

.953 

.976 

.999 

1.02 

1.05 

1.07 

1.09 

1.12 

17.85 

29 

■6? 

.987 

1.01 

1.04 

1.06 

1.08 

1.11 

1.13 

1.16 

18.49 

15 

1.02 

1.05 

1.07 

1.10 

1.12 

1,15 

1.17 

1.20 

19.13 

ii 

1.06 

1.08 

1.11 

1.13 

1.16 

1.18 

1.21 

1.24 

19.76 

1 

2 

1.09 

1.12 

1.14 

1.17 

1.20 

1.22 

1.25 

1.28 

20.40 

33 

64 

1.12 

1.15 

1.18 

1.21 

1.23 

1.26 

1.29 

1.31 

21.04 

17 

32 

1.16 

1.19 

1.21 

1.24 

1.27 

1.30 

1.33 

1.35 

21.68 

#t 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.37 

1.39 

22.31 

9 

16 

1.23 

1.26 

1.28 

1.31 

1.34 

1.37 

1.40 

1.43 

22.95 

CAMBRIA  STEEL.  393 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


One  cubic  foot  of  steel  weighs  489.6  pounds. 

For  Thicknesses  from  in.  to  2 ins.  and  Widths  from  1 in.  to  12^  ins. 


Thickness 

in  Inches. 

1" 

1 

J-4 

1 1" 

J-2 

1 3 ff 

J-4 

2" 

2V 

2V 

2f" 

12" 

3 

.638 

.797 

.956 

1.12 

1.28 

1.43 

1.59 

1.75 

7.65 

1 

4 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.13 

2.34 

10.20 

5 

16 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

3 

s 

1.28 

1.59 

1.91 

2.23 

2.55 

2.87 

3.19 

3.51 

15.30 

7 

T6 

1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

17.85 

1 

2 

1.70 

2.13 

2.55 

2.98 

3.40 

3.83 

4.25 

4.68 

20.40 

9 

16 

1.91 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

22.95 

5 

8 

2.13 

2.66 

3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

25.50 

11 

16 

2.34 

2.92 

3.51 

4.09 

4.68 

5.26 

5.84 

6.43 

28.05 

3 

4 

2.55 

3.19 

3.83 

4.46 

5.10 

5.74 

6.38 

7.01 

30.60 

13 

1 6 

2.76 

3.45 

4.14 

4.83 

5.53 

6.22 

6.91 

7.60 

33.15 

7 

8 

2.98 

3.72 

4.46 

5.21 

5.95 

6.69 

7.44 

8.18 

35.70 

15 

16 

3.19 

3.98 

4.78 

5.58 

6.38 

7.17 

7.97 

8.77 

38.25 

1 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

40.80 

1* 

3.61 

4.52 

5.42 

6.32 

7.23 

8.13 

9.03 

9.93 

43.35 

U 

3.83 

4.78 

5.74 

6.69 

7.65 

8.61 

9.56 

10.52 

45.90 

1* 

4.04 

5.05 

6.06 

7.07 

8.08 

9.08 

10.09 

11.10 

48.45 

u 

4.25 

5.31 

6.38 

7.44 

8.50 

9.56 

10.63 

11.69 

51.00 

lA 

4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16 

12.27 

53.55 

U 

4.68 

5.84 

7.01 

8.18 

9.35 

10.52 

11.69 

12.86 

56.10 

lA 

4.89 

6.11 

7.33 

8.55 

9.78 

11.00 

12.22 

13.44 

58.65 

U 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

61.20 

1-5- 

^16 

5.31 

6.64 

7.97 

9.30 

10.63 

11.95 

13.28 

14.61 

63.75 

If 

5.53 

6.91 

8.29 

9.67 

11.05 

12.43 

13.81 

15.19 

66.30 

m 

5.74 

7.17 

8.61 

10.04 

11.48 

12.91 

14.34 

15.78 

68.85 

1 ^ 

A 4 

5.95 

7.44 

8.93 

10.41 

11.90 

13.39 

14.88 

16.36 

71.40 

113 

^16 

6.16 

7.70 

9.24 

10.78 

12.33 

13.87 

15.41 

16.95 

73.95 

If 

6.38 

7.97 

9.56 

11.16 

12.75 

14.34 

15.94 

17.53 

76.50 

Uf 

6.59 

8.23 

9.88 

11.53 

13.18 

14.82 

16.47 

18.12 

79.05 

2 

6.80 

8.50 

10.20 

11.90 

13.60 

15.30 

17.00 

18.70 

81.60 

394  CAMBRIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


(continued.) 


Thickness 

in  Inches. 

3" 

3r 

3i" 

31" 

4" 

4i" 

4r 

4f" 

12" 

3 

16 

1.91 

2.07 

2.23 

2.39 

2.55 

2.71 

2.87 

3.03 

7.65 

1 

4 

2.55 

2.76 

2.98 

3.19 

3.40 

3.61 

3.83 

4.04 

10.20 

5 

T6 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

3 

8 

3.83 

4.14 

4.46 

4.78 

5.10 

5.42 

5.74 

6.06 

15.30 

7 

T6 

4.46 

4.83 

5.21 

5.58 

5.95 

6.32 

6.69 

7.07 

17.85 

1 

2 

5.10 

6.53 

5.95 

6.38 

6.80 

7.22 

7.65 

8.08 

20.40 

9 

16 

5.74 

6.22 

6.69 

7.17 

7.65 

8.13 

8.61 

9.08 

22.95 

5 

8 

6.38 

6.91 

7.44 

7.97 

8.50 

9.03 

9.56 

10.09 

25.50 

tt 

7.01 

7.60 

8.18 

8.77 

9.35 

9.93 

10.52 

11.10 

28.05 

3 

4 

7.65 

8.29 

8.93 

9.56 

10.20 

10.84 

11.48 

12.11 

30.60 

8.29 

8.98 

9.67 

10.36 

11.05 

11.74 

12.43 

13.12 

33.15 

7 

8 

8.93 

9.67 

10.41 

11.16 

11.90 

12.64 

13.39 

14.13 

35.70 

15 

16 

9.56 

10.36 

11.16 

11.95 

12.75 

13.55 

14.34 

15.14 

38.25 

1 

10.20 

11.05 

11.90 

12.75 

13.60 

14.45 

15.30 

16.15 

40.80 

10.84 

11.74 

12.64 

13.55 

14.45 

15.35 

16.26 

17.16 

43.35 

u 

11.48 

12.43 

13.39 

14.34 

15.30 

16.26 

17.21 

18.17 

45.90 

12.11 

13.12 

14.13 

15.14 

16.15 

17.16 

18.17 

19.18 

48.45 

U 

12.75 

13.81 

14.88 

15.94 

17.00 

18.06 

19.13 

20.19 

51.00 

1 A 

13.39 

14.50 

15.62 

16.73 

17.85 

18.97 

20.08 

21.20 

53.55 

If 

14.03 

15.19 

16.36 

17.53 

18.70 

19.87 

21.04 

22.21 

56.10 

1 A 

14.66 

15.88 

17.11 

18.33 

19.55 

20.77 

21.99 

23.22 

58.65 

A 2 

15.30 

16.58 

17.85 

19.13 

20.40 

21.68 

22.95 

24.23 

61.20 

1-A 

^16 

15.92 

17.27 

18.59 

19.92 

21.25 

22.58 

23.91 

25.23 

63.75 

If 

16.58 

17.96 

19.34 

20.72 

22.10 

23.48 

24.86 

26.24 

66.30 

17.21 

18.65 

20.08 

21.52 

22.95 

24.38 

25.82 

27.25 

68.85 

If 

17.85 

19.34 

20.83 

22.31 

23.80 

25.29 

26.78 

28.26 

71.40 

Iff 

18.49 

20.03 

21.57 

23.11 

24.65 

26.19 

27.73 

29.27 

73.95 

1 8 

19.13 

20.72 

22.31 

23.91 

25.50 

27.09 

28.69 

30.28 

76.50 

19.76 

21.41 

23.06 

24.70 

26.35 

28.00 

29.64 

31.29 

79.05 

2 

20.40 

22.10 

23.80 

25.50 

27.20 

28.90 

30.60 

32.30 

81.60 

CAMBRIA  STEEL.  395 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


(continued.) 


Thickness 

in  Inches. 

5" 

5i" 

5r 

5r 

6" 

6i" 

Q¥ 

61" 

12" 

A 

3.19 

3.35 

3.51 

3.67 

3.83 

3.98 

4.14 

4.30 

7.65 

i 

4.25 

4.46 

4.68 

4.89 

5.10 

5.31 

5.53 

5.74 

10.20 

5 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

3 

8 

6.38 

6.69 

7.01 

7.33 

7.65 

7.97 

8.29 

8.61 

15.30 

7 

16 

7.44 

7.81 

8.18 

8.55 

8.93 

9.30 

9.67 

10.04 

17.85 

1 

2 

8.50 

8.93 

9.35 

9.78 

10.20 

10.63 

11.05 

11.48 

20.40 

9 

16 

9.56 

10.04 

10.52 

11.00 

11.48 

11.95 

12.43 

12.91 

22.95 

5 

8 

10.63 

11.16 

11.69 

12.22 

12.75 

13.28 

13.81 

14.34 

25.50 

11 

16 

11.69 

12.27 

12.86 

13.44 

14.03 

14.61 

15.19 

15.78 

28.05 

3 

4 

12.75 

13.39 

14.03 

14.67 

15.30 

15.94 

16.58 

17.21 

30.60 

13 

16 

13.81 

14.50 

15.19 

15.88 

16.58 

17.27 

17.96 

18.65 

33.15 

7 

8 

14.88 

15.62 

16.36 

17.11 

17.85 

18.59 

19.34 

20.08 

35.70 

15 

16 

15.94 

16.73 

17.53 

18.33 

19.13 

19.92 

20.72 

21.52 

38.25 

1 

17.00 

17.85 

18.70 

19.55 

20.40 

21.25 

22.10 

22.95 

40.80 

1* 

18.06 

18.97 

19.87 

20.77 

21.68 

22.58 

23.48 

24.38 

43.35 

U 

19.13 

20.08 

21.04 

21.99 

22.95 

23.91 

24.86 

25.82 

45.90 

i 3 
^16 

20.19 

21.20 

22.21 

23.22 

24.23 

25.23 

26.24 

27.25 

48.45 

1 i 

A 4 

21.25 

22.31 

23.38 

24.44 

25.50 

26.56 

27.63 

28.69 

51.00 

1-5- 

•‘■16 

22.31 

23.43 

24.54 

25.66 

26.78 

27.89 

29.01 

30.12 

53.55 

If 

23.38 

24.54 

25.71 

26.88 

28.05 

29.22 

30.39 

31.56 

56.10 

lA 

24.44 

25.66 

26.88 

28.10 

29.33 

30.55 

31.77 

32.99 

58.65 

If 

25.50 

26.78 

28.05 

29.33 

30.60 

31.88 

33.15 

34.43 

61.20 

1-A 

•‘■16 

26.56 

27.89 

29.22 

30.55 

31.88 

33.20 

34.53 

35.86 

63.75 

A 8 

27.63 

29.01 

30.39 

31.77 

33.15 

34.53 

35.91 

37.29 

66.30 

Itt 

28.69 

30.12 

31.56 

32.99 

34.43 

35.86 

37.29 

38.73 

68.85 

If 

29.75 

31.24 

32.73 

34.21 

35.70 

37.19 

38.68 

40.16 

71.40 

Iff 

30.81 

32.35 

33.89 

35.43 

36.98 

38.52 

40.06 

41.60 

73.95 

U 

31.88 

33.47 

35.06 

36.66 

38.25 

39.84 

41.44 

43.03 

76.50 

111 

32.94 

34.58 

36.23 

37.88 

39.53 

41.17 

42.82 

44.47 

79.05 

2 

34.00 

35.70 

37.40 

39.10 

40.80 

42.50 

44.20 

45.90 

81.60 

396  CAMBRIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


(continued.) 


Thickness 

in  Inches. 

7" 

lY 

rjur 

! 2 

71" 

8" 

8i" 

sr 

81" 

12" 

A 

4.46 

4.62 

4.78 

4.94 

5.10 

5.26 

5.42 

5.58 

7.65 

1 

4 

5.95 

6.16 

6.38 

6.59 

6.80 

7.01 

7.23 

7.44 

10.20 

5 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

3 

8 

8.93 

9.24 

9.56 

9.88 

10.20 

10.52 

10.84 

11.16 

15.30 

7 

16 

10.41 

10.78 

11.16 

11.53 

11.90 

12.27 

12.64 

13.02 

17.85 

1 

2 

11.90 

12.33 

12.75 

13.18 

13.60 

14.03 

14.45 

14.88 

20.40 

9 

13.39 

13.87 

14.34 

14.82 

15.30 

15.78 

16.26 

16.73 

22.95 

5 

14.88 

15.41 

15.94 

16.47 

17.00 

17.53 

18.06 

18.59 

25.50 

li 

16 

16.36 

16.95 

17.53 

18.12 

18.70 

19.28 

19.87 

20.45 

28.05 

3 

4 

17.85 

18.49 

19.13 

19.76 

20.40 

21.04 

21.68 

22.31 

30.60 

13 

1 6 

19.34 

20.03 

20.72 

21.41 

22.10 

22.79 

23.48 

24.17 

33.15 

7 

8 

20.83 

21.57 

22.31 

23.06 

23.80 

24.54 

25.29 

26.03 

35.70 

15 

16 

22.31 

23.11 

23.91 

24.70 

25.50 

26.30 

27.09 

27.89 

38.25 

1 

23.80 

24.65 

25.50 

26.35 

27.20 

28.05 

28.90 

29.75 

40.80 

25.29 

26.19 

27.09 

28.00 

28.90 

29.80 

30.71 

31.61 

43.35 

U 

26.78 

27.73 

28.69 

29.64 

30.60 

31.56 

32.51 

33.47 

45.90 

lA 

28.26 

29.27 

30.28 

31.29 

32.30 

33.31 

34.32 

35.33 

48.45 

U 

29.75 

30.81 

31.88 

32.94 

34.00 

35.06 

36.13 

37.19 

51.00 

1-5- 

^16 

31.24 

32.35 

33.47 

34.58 

35.70 

36.82 

37.93 

39.05 

53.55 

1^  8 

32.73 

33.89 

35.06 

36.23 

37.40 

38.57 

39.74 

40.91 

56.10 

1_I_ 

^16 

34.21 

35.43 

36.66 

37.88 

39.10 

40.32 

41.54 

42.77 

58.65 

^ 2 

35.70 

36.98 

38.25 

39.53 

40.80 

42.08 

43.35 

44.63 

61.20 

37.19 

38.52 

39.84 

41.17 

42-50 

43.83 

45.16 

46.48 

63.75 

If 

38.68 

40.06 

41.44 

42.82 

44.20 

45.58 

46.96 

48.34 

66.30 

^16 

40.16 

41.60 

43.03 

44.47 

45.90 

47.33 

48.77 

50.20 

68.85 

1 ^ 

I 4 

41.65 

43.14 

44.63 

46.11 

47.60 

49.09 

50.58 

52.06 

71.40 

113 

^16 

43.14 

44.68 

46.22 

47.76 

49.30 

50.84 

52.38 

53.92 

73.95 

8 

44.63 

46.22 

47.81 

49.41 

51.00 

52.59 

54.19 

55.78 

76.50 

IIA 

^16 

46.11 

47.76 

49.41 

51.05 

52.70 

54.35 

55.99 

57.64 

79.05 

2 

47.60 

49.30 

51.00 

52.70 

54.40 

56.10 

57.80 

59.50 

81.60 

CAMBKIA  STEEL.  397 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 
Pounds  per  Lineal  Foot. 


(continued.) 


Thickness 

in  Inches. 

9" 

CD 

91" 

9|" 

10" 

10|" 

lor 

10|" 

12" 

3 

16 

5.74 

5.90 

6.06 

6.22 

6.38 

6.53 

6.69 

6.85 

7.65 

1 

4 

7.65 

7.86 

8.08 

8.29 

8.50 

8.71 

8.93 

9.14 

10.20 

5 

16 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

3 

8 

11.48 

11.79 

12.11 

12.43 

12.75 

13.07 

13.39 

13.71 

15.30 

7 

16 

13.39 

13.76 

14.13 

14.50 

14.88 

15.25 

15.62 

15.99 

17.85 

1 

2 

15.30 

15.73 

16.15 

16.58 

17.00 

17.43 

17.85 

18.28 

20.40 

9 

16 

17.21 

17.69 

18.17 

18.65 

19.13 

19.60 

20.08 

20.56 

22.95 

5 

8 

19.13 

19.66 

20.19 

20.72 

21.25 

21.78 

22.31 

22.84 

25.50 

11 

16 

21.04 

21.62 

22.21 

22.79 

23.38 

23.96 

24.54 

25.13 

28.05 

3 

4 

22.95 

23.59 

24.23 

24.86 

25.50 

26.14 

26.78 

27.41 

30.60 

13 

16 

24.86 

25.55 

26.24 

26.93 

27.63 

28.32 

29.01 

29.70 

33.15 

7 

8 

26.78 

27.52 

28.26 

29.01 

29.75 

30.49 

31.24 

31.98 

35.70 

15 

16 

28.69 

29.48 

30.28 

31.08 

31.88 

32.67 

33.47 

34.27 

38.25 

1 

30.60 

31.45 

32.30 

33.15 

34.00 

34.85 

35.70 

36.55 

40.80 

A 16 

32.51 

33.42 

34.32 

35.22 

36.13 

37.03 

37.93 

38.83 

43.35 

^ 8 

34.43 

35.38 

36.34 

37.29 

38.25 

39.21 

40.16 

41.12 

45.90 

A 16 

36.34 

37.35 

38.36 

39.37 

40.38 

41.38 

42.39 

43.40 

48.45 

A 4 

38.25 

39.31 

40.38 

41.44 

42.50 

43.56 

44.63 

45.69 

51.00 

1_5_ 

^16 

40.16 

41.28 

42.39 

43.51 

44.63 

45.74 

46.86 

47.97 

53.55 

1 s. 

8 

42.08 

43.24 

44.41 

45.58 

46.75 

47.92 

49.09 

50.26 

56.10 

^16 

43.99 

45.21 

46.43 

47.65 

48.88 

50.10 

51.32 

52.54 

58.65 

2 

45.90 

47.18 

48.45 

49.73 

51.00 

52.28 

53.55 

54.83 

61.20 

^16 

47.81 

49.14 

50.47 

51.80 

53.13 

54.45 

55.78 

57.11 

63.75 

If 

49.73 

51.11 

52.49 

53.87 

55.25 

56.63 

58.01 

59.39 

66.30 

m 

51.64 

53.07 

54.51 

55.94 

57.38 

58.81 

60.24 

61.68 

68.85 

H 

53.55 

55.04 

56.53 

58.01 

59.50 

60.99 

62.48 

63.96 

71.40 

Iff 

55.46 

57.00 

58.54 

60.08 

61.63 

63.17 

64.71 

66.25 

73.95 

u 

57.38 

58.97 

60.56 

62.16 

63.75 

65.34 

66.94 

68.53 

76.50 

Iff 

59.29 

60.93 

62.58 

64.23 

65.88 

67.52 

69.17 

70.82 

79.05 

2 

61.20 

62.90 

64.60 

66.30 

68.00 

69.70 

71.40 

73.10 

81.60 

398  CAMBRIA  STEEL. 


WEIGHTS  OF  FLAT  ROLLED  STEEL  BARS. 

Pounds  per  Lineal  Foot. 


(concluded.) 


Thick- 

C 0)  -»-» 

ness  in 

ir 

iir 

Hi" 

Ilf 

12" 

121" 

12i" 

12f 

Inches. 

O rt 

A 

7.01 

7.17 

7.33 

7.49 

7.65 

7.81 

7.97 

8.13 

1 

4 

5 

16 

9.35 

11.69 

9.56 

11.95 

9.78 

12.22 

9.99 

12.48 

10.20 

12.75 

10.41 

13.02 

10.63 

13.28 

10.84 

13.55 

3 

8 

14.03 

14.34 

14.66 

14.98 

15.30 

15.62 

15.94 

16.26 

7 

T6 

16.36 

16.73 

17.11 

17.48 

17.85 

18.22 

18.59 

18.97 

1 

2 

18.70 

19.13 

19.55 

19.98 

20.40 

20.83 

21.25 

21.68 

'dx!0 

9 

21.04 

21.52 

21.99 

22.47 

22.95 

23.43 

23.91 

24.38 

Oj’oJiC 

5 

8 

23.38 

23.91 

24.44 

24.97 

25.50 

26.03 

26.56 

27.09 

11 

16 

25.71 

26.30 

26.88 

27.47 

28.05 

28.63 

29.22 

29.80 

d’TSCD 

3 

4 

28.05 

28.69 

29.33 

29.96 

30.60 

31.24 

31.88 

32.51 

II 

13 

16 

30.39 

31.08 

31.77 

32.46 

33.15 

33.84 

34.53 

35.22 

7 

8 

32.73 

33.47 

34.21 

34.96 

35.70 

36.44 

37.19 

37.93 

0 3^ 

15 

16 

35.06 

35.86 

36.66 

37.45 

38.25 

39.05 

39.84 

40.64 

is 

1 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 

§ . 

39.74 

40.64 

41.54 

42.45 

43.35 

44.25 

45.16 

46.06 

d £2 . „i-i 

o rt 

C3  <2  .-H 

O 

u 

42.08 

43.03 

43.99 

44.94 

45.90 

46.86 

47.81 

48.77 

44.41 

45.42 

46.43 

47.44 

48.45 

49.46 

50.47 

51.48 

U 

46.75 

47.81 

48.88 

49.94 

51.00 

52.06 

53.13 

54.19 

•H  )h  ^ 1-H 

lA 

49.09 

50.20 

51.32 

52.43 

53.55 

54.67 

55.78 

56.90 

s «§  , 

A 8 

51.43 

52.59 

53.76 

54.93 

56.10 

57.27 

58.44 

59.61 

53.76 

54.98 

56.21 

57.43 

58.65 

59.87 

61.09 

62.32 

u 

56.10 

57.38 

58.65 

59.93 

61.20 

62.48 

63.75 

65.03 

1-2- 

^16 

58.44 

59.77 

61.09 

62.42 

63.75 

65.08 

66.41 

67.73 

^*0.5  II 
% ^ 

A 8 

60.78 

62.16 

63.54 

64.92 

66.30 

67.68 

69.06 

70.44 

m 

63.11 

64.55 

65.98 

67.42 

68.85 

70.28 

71.72 

73.15 

o|.|x 

li 

65.45 

66.94 

68.43 

69.91 

71.40 

72.89 

74.38 

75.86 

•in  -•-*  O ^ 

67.79 

69.33 

70.87 

72.41 

73.95 

75.49 

77.03 

78.57 

li 

70.13 

71.72 

73.31 

74.91 

76.50 

78.09 

79.69 

81.28 

ta  0) 
<u  ^ -li 

m 

72.46 

74.11 

75.76 

77.40 

79.05 

80.70 

82.34 

83.99 

(.1  Q< 

2 

74.80 

76.50 

78.20 

79.90 

81,60 

83.30 

85.00 

86.70 

~ 2; 

•.J  !>  O 

CAMBRIA  STEEL.  399 

AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

For  Diameters  from  jV  to  1^0,  advancing  by  Tenths. 


Diameter. 

Area. 

Circumference. 

0.0 

.1 

.007854 

.31416 

.2 

.031416 

.62832 

.3 

.070686 

.94248 

.4 

.12566 

1.2566 

.5 

.19635 

1.5708 

.6 

.28274 

1.8850 

.7 

.38485 

2.1991 

.8 

.50265 

2.5133 

.9 

.63617 

2.8274 

1.0 

.7854 

3.1416 

.1 

.9503 

3.4558 

.2 

1.1310 

3.7699 

.3 

1.3273 

4.0841 

.4 

1.5394 

4.3982 

.5 

1.7671 

4.7124 

.6 

2.0106 

5.0265 

.7 

2.2698 

5.3407 

.8 

2.5447 

5.6549 

.9 

2.8353 

5.9690 

2.0 

3.1416 

6.2832 

.1 

3.4636 

6.5973 

.2 

3.8013 

6.9115 

.3 

4.1548 

7.2257 

.4 

4.5239 

7.5398 

.5 

4.9087 

7.8540 

.6 

5.3093 

8.1681 

.7 

5.7256 

8.4823 

.8 

6.1575 

8.7965 

.9 

6.6052 

9.1106 

3.0 

7.0686 

9.4248 

.1 

7.5477 

9.7389 

.2 

8.0425 

10.0531 

.3 

8.5530 

10.3673 

.4 

9.0792 

10.6814 

.5 

9.6211 

10.9956 

.6 

10.1788 

11.3097 

.7 

10.7521 

11.6239 

.8 

11.3411 

11.9381 

.9 

11.9459 

12.2522 

Diameter. 

Area. 

Circumference. 

4.0 

12.5664 

12.5664 

.1 

13.2025 

12.8805 

.2 

13.8544 

13.1947 

3 

14.5220 

13.5088 

.4 

15.2053 

13.8230 

.5 

15.9043 

14.1372 

.6 

16.6190 

14.4513 

.7 

17.3494 

14.7655 

.8 

18.0956 

15.0796 

.9 

18.8574 

15.3938 

5.0 

19.6350 

15.7080 

.1 

20.4282 

16.0221 

.2 

21.2372 

16.3363 

.3 

22.0618 

16.6504 

.4 

22.9022 

16.9646 

.5 

23.7583 

17.2788 

.6 

24.6301 

17.5929 

.7 

25.5176 

17.9071 

.8 

26.4208 

18.2212 

.9 

27.3397 

18.5354 

6.0 

28.2743 

18.8496 

.1 

29.2247 

19.1637 

.2 

30.1907 

19.4779 

.3 

31.1725 

19.7920 

.4 

32.1699 

20.1062 

.5 

33.1831 

20.4204 

.6 

34.2119 

20.7345 

.7 

35.2565 

21.0487 

.8 

36.3168 

21.3628 

.9 

37.3928 

21.6770 

7.0 

38.4845 

21.9911 

.1 

39.5919 

22.3053 

.2 

40.7150 

22.6195 

.3 

41.8539 

22.9336 

.4 

43.0084 

23.2478 

.5 

44.1786 

23.5619 

.6 

45.3646 

23.8761 

.7 

46.5663 

24.1903 

.8 

47.7836 

24.5044 

.9 

49.0167 

24.8186 

400  CAMBRIA  STEEIi. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

8.0 

50.2655 

25.1327 

12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

.2 

116.8987 

38.3274 

.3 

54.1061 

26.0752 

.3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

.5 

56.7450 

26.7035 

.5 

122.7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 

.1 

134.7822 

41.1549 

.2 

66.4761 

28.9027 

.2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 

.3 

138.9291 

41.7832 

.4 

69.3978 

29.5310 

.4 

141.0261 

42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

.7 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

.2 

81.7128 

32.0442 

.2 

158.3677 

44.6106 

.3 

83.3229 

32.3584 

.3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

.4 

162.8602 

45.2389 

.5 

86.5901 

32.9867 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

1697167 

46.1814 

.8 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434 

.9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

.1 

179.0786 

47.4380 

.2 

98.5203 

35.1858 

.2 

181.4584 

47.7522 

.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

.4 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

.5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191.1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

.8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 

CAMBRIA  STEEL. 


401 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 


Diameter. 

Area. 

Circumference. 

16.0 

201.0619 

50.2655 

.1 

203.5831 

50.5796 

.2 

206.1199 

50.8938 

.3 

208.6724 

51.2080 

.4 

211.2407 

51.5221 

.5 

213.8246 

51.8363 

.6 

216.4243 

52.1504 

.7 

219.0397 

52.4646 

.8 

221.6708 

52.7788 

.9 

224.3176 

53.0929 

17.0 

226.9801 

53.4071 

.1 

229.6583 

53.7212 

.2 

232.3522 

54.0354 

.3 

235.0618 

54.3496 

.4 

237.7871 

54.6637 

.5 

240.5282 

54.9779 

.6 

243.2849 

55.2920 

.7 

246.0574 

55.6062 

.8 

248.8456 

55.9203 

.9 

251.6494 

56.2345 

18.0 

254.4690 

56.5487 

.1 

257.3043 

56.8628 

.2 

260.1553 

57.1770 

.3 

263.0220 

57.4911 

.4 

265.9044 

57.8053 

.5 

268.8025 

58.1195 

.6 

271.7163 

58.4336 

.7 

274.6459 

58.7478 

.8 

277.5911 

59.0619 

.9 

280.5521 

59.3761 

19.0 

283.5287 

59.6903 

.1 

286.5211 

60.0044 

.2 

289.5292 

60.3186 

.3 

292.5530 

60.6327 

.4 

295.5925 

60.9469 

.5 

298.6477 

61.2611 

.6 

301.7186 

61.5752 

.7 

304.8052 

61.8894 

.8 

307.9075 

62.2035 

.9 

311.0255 

62.5177 

Diameter. 

Area. 

Circumference. 

20.0 

314.1593 

62.8319 

.1 

317.3087 

63.1460 

.2 

320.4739 

63.4602 

.3 

323.6547 

63.7743 

.4 

326.8513 

64.0885 

.5 

330.0636 

64.4026 

.6 

333.2916 

64.7168 

.7 

336.5353 

65.0310 

.8 

339.7947 

65.3451 

.9 

343.0698 

65.6593 

21.0 

346.3606 

65.9734 

.1 

349.6671 

66.2876 

.2 

352.9893 

66.6018 

.3 

356.3273 

66.9159 

.4 

359.6809 

67.2301 

.5 

363.0503 

67.5442 

.6 

366,4354 

67.8584 

.7 

369.8361 

68.1726 

.8 

373.2526 

68.4867 

.9 

376.6848 

68.8009 

22.0 

380.1327 

69.1150 

.1 

383.5963 

69.4292 

.2 

387.0756 

69.7434 

.3 

390.5707 

70.0575 

.4 

394.0814 

70.3717 

.5 

397.6078 

70.6858 

.6 

401.1500 

71.0000 

.7 

404.7078 

71.3142 

.8 

408.2814 

71.6283 

.9 

411.8706 

71.9425 

23.0 

415.4756 

72.2566 

.1 

419.0963 

72.5708 

.2 

422.7327 

72.8849 

.3 

426.3848 

73.1991 

.4 

430.0526 

73.5133 

.5 

433.7361 

73.8274 

.6 

437.4354 

74.1416 

.7 

441.1503 

74.4557 

.8 

444.8809 

74.7699 

.9 

448.6273 

75.0841 

402  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5946 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513 

77.9115 

.8 

651.4406 

90.4779 

.9 

486.9547 

78.2257 

.9 

655.9724 

90.7920 

25.0 

490.8739 

78.5398 

9,9.0 

660.5199 

91.1062 

.1 

494.8087 

78.8540 

.1 

665.0830 

91.4203 

.2 

498.7592 

79.1681 

.2 

669.6619 

91.7345 

.3 

502.7255 

79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075 

79.7965. 

.4 

678.8668 

92.3628 

.5 

510.7052  * 

r 80.1106 

.5 

683.4927 

92.6770 

.6 

514.7185 

80.4248 

.6 

-688.1345 

92.9911 

.7 

518.7476 

80.7389 

.7 

692.7919 

93.3053 

.8 

! 522.7924 

81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

.2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

.3 

721.0662 

95.1903 

.4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163 

83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025 

83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044 

84.1947 

.8 

745.0601 

96.7611 

.9 

568.3220 

84.5088 

.9 

749.9060 

97.0752 

27.0 

572.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

•759.6450 

97.7035 

.2 

581.0690 

85.4513 

.2 

764.5380 

98.0177 

.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

, .4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.5 

593.9574 

86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849 

86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282 

87.0221 

.7 

789.2388 

99.5885 

.8 

606.9871 

87.3363 

.8 

794.2260 

99.9026 

.9 

611.3618 

87.6504 

.9 

799.2290 

100.2168 

CAMBRIA  STEEL. 


403 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

32.0 

804.2477 

100.5310 

36.0 

1017.8760 

113.0973 

.1 

809.2821 

100.8451 

.1 

1023.5387 

113.4115 

.2 

814.3322 

101.1593 

.2 

1029.2172 

113.7257 

.3 

819.3980 

101.4734 

.3 

1034.9113 

114.0398 

.4 

824.4796 

101.7876 

.4 

1040.6211 

114.3540 

.5 

829.5768 

102.1018 

.5 

1046.3467 

114.6681 

.6 

834.6897 

102.4159 

.6 

1052.0880 

114.9823 

.7 

839.8184 

102.7301 

.7 

1057.8449 

115.2965 

.8 

844.9628 

103.0442 

.8 

1063.6176 

115.6106 

.9 

850.1229 

103.3584 

.9 

1069.4060 

115.9248 

33.0 

855.2986 

103.6726 

. 37.0 

1075.2101 

116.2389 

.1 

860.4902 

103.9867 

.1 

1081.0299 

116.5531 

.2 

865.6973 

104.3009 

.2 

1086.8654 

116.8672 

.3 

870.9202 

104.6150 

.3 

1092.7166 

117.1814 

.4 

876.1588 

104.9292 

.4 

1098.5835 

117.4956 

.5 

881.4131 

105.2434 

.5  ^ 

1104.4662 

117.8097 

.6 

886.6831 

105.5575 

.6 

1110.3645 

118.1239 

.7 

891.9688 

105.8717 

.7 

1116.2786 

118.4380 

.8 

897.2703 

106.1858 

.8 

1122.2083 

118.7522 

.9 

902.5874 

106.5000 

.9 

1128.1538 

119.0664 

34.0 

907.9203 

106.8142 

38.0 

1134.1149 

119.3805 

.1 

913.2688 

107.1283 

.1 

1140.0918 

119.6947 

.2 

918.6331 

107.4425 

.2 

1146.0844 

120.0088 

.3 

924.0131 

107.7566 

.3 

1152.0927 

120.3230 

.4 

929.4088 

108.0708 

.4 

1158.1167 

120.6372 

.5 

934.8202 

108.3849 

.5 

1164.1564 

120.9513 

.6 

940.2473 

108.6991 

.6 

1170.2118 

121.2655 

.7 

945.6901 

109.0133 

' .7 

1176.2830 

12i:5796 

.8 

951.1486 

109.3274 

.8 

1182.3698 

121.8938 

.9 

956.6228 

109.6416 

.9 

1188.4723 

122.2080 

35.0 

962.1127 

109.9557 

39.0 

1194.5906 

122.5221 

.1 

967.6184 

110.2699 

.1 

1200.7246 

122.8363 

.2 

973.1397 

110.5841 

.2 

1206.8742 

123.1504 

.3 

978.6768 

110.8982 

.3 

1213.0396 

123.4646 

.4 

984.2296 

111.2124 

.4 

1219.2207 

123.7788 

.5 

989.7980 

111.5265 

.5 

1225.4175 

124.0929 

.6 

995.3822 

111,8407 

.6 

1231.6300 

124.4071 

.7 

1000.9821 

112.1549 

.7 

1237.8582 

124.7212 

.8 

1006.5977 

112.4690 

.8 

1244.1021 

125.0354 

.9 

1012.2290 

112.7832 

.9 

1250.3617 

125.3495 

404  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

.2 

1269.2348 

120.2920 

.2 

1534.3853 

138.8584 

.3 

1275.5573 

126.6062 

.3 

1541.3360 

139.1726 

.4 

1281.8955 

126.9203 

. .4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

:5 

1555.2847 

139.8009 

.6 

1294.6189 

127.5487 

.6 

1562.2826 

140.1150 

.7 

1301.0042 

127.8628 

.7 

1569.2962 

140.4292 

.8 

1307.4052 

128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3705 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.7024 

129.1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

.3 

1611.7077 

142.3141 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

.9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 

.2 

1676.3852 

145.1416 

.3 

1405.3051 

132.8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5696 

147.3407 

43.0 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6549 

.1 

1458.9635 

135.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 

1472.5352 

136.0310 

.3 

1757.1634 

148.5973 

.4 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 

.6 

1493.0105 

136.9734 

.6 

1779.5237 

149.5398 

.7 

1499.8670 

137.2876 

.7 

1787.0086 

149.8540 

.8 

1506.7392 

137.6018 

.8 

1794.5091 

150.1681 

.9 

1513.6272 

137.9159 

.9 

1802.0254 

150.4823 

CAMBKIA  STEEL. 


405 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

48.0 

1809.5574 

150.7964 

.1 

1817.1050 

151.1106 

.2 

1824.6684 

151.4248 

.3 

1832.2475 

151.7389 

.4 

1839.8423 

152.0531 

.5 

1847.4528 

152.3672 

.6 

1855.0790 

152.6814 

.7 

1862.7210 

152.9956 

.8 

1870.3786 

153.3097 

.9 

1878.0519 

153.6239 

49.0 

1885.7410 

153.9380 

.1 

1893.4457 

154.2522 

.2 

1901.1662 

154.5664 

.3 

1908.9024 

154.8805 

.4 

1916.6543 

155.1947 

.5 

1924.4218 

155.5088 

.6 

1932.2051 

155.8230 

• .7 

1940.0041 

156.1372 

.8 

1947.8189 

156.4513 

.9 

1955.6493 

156.7655 

50.0 

1963.4954 

157.0796 

.1 

1971.3572 

157.3938 

'.2 

1979.2348 

157.7080 

.3 

1987.1280 

158.0221 

.4 

1995.0370 

158.3363 

.5 

2002.9617 

158.6504 

.6 

2010.9020 

158.9646 

.7 

2018.8581 

159.2787 

.8 

2026.8299 

159.5929 

.9 

2034.8174 

159.9071 

51.0 

2042.8206 

160.2212 

.1 

2050.8395 

160.5354 

.2 

2058.8742 

160.8495 

.3 

2066.9245 

161.1637 

.4 

2074.9905 

161.4779 

.5 

2083.0723 

161.7920 

.6 

2091.1697 

162.1062 

.7 

2099.2829 

162.4203 

.8 

2107.4118 

162.7345 

.9 

2115.5563 

163.0487 

Diameter. 

Area. 

Circumference. 

52.0 

2123.7166 

163.3628 

.1 

2131.8926 

163.6770 

.2 

2140.0843 

163.9911 

.3 

2148.2917 

164.3053 

.4 

2156.5149 

164.6195 

.5 

2164.7537 

164.9336 

.6 

2173.0082 

165.2478 

.7 

2181.2785 

165.5619 

.8 

2189.5644 

165.8761 

.9 

2197.8661 

166.1903 

53.0 

2206.1834 

166.5044 

.1 

2214.5165 

166.8186 

.2 

2222.8653 

167.1327 

.3 

2231.2298 

167.4469 

.4 

2239.6100 

167.7610 

.5 

2248.0059 

168.0752 

.6 

2256.4175 

168.3894 

.7 

2264.8448 

168.7035 

.8 

2273.2879 

169.0177 

.9 

2281.7466 

169.3318 

54.0 

2290.2210 

169.6460 

.1 

2298.7112 

169.9602 

.2 

2307.2171 

170.2743 

.3 

2315.7386 

170.5885 

.4 

2324.2759 

170.9026 

.5 

2332.8289 

171.2168 

.6 

2341.3976 

171.5310 

.7 

2349.9820 

171.8451 

.8 

2358.5821 

172.1593 

.9 

2367.1979 

172.4734 

55.0 

2375.8294 

172.7876 

.1 

2384.4767 

173.1018 

.2 

2393.1396 

173.4159 

.3 

2401.8183 

173.7301 

.4 

2410.5126 

174.0442 

.5 

2419.2227 

174.3584 

.6 

2427.9485 

174.6726 

.7 

2436.6899 

174.9867 

.8 

2445.4471 

175.3009 

.9 

2454.2200 

175.6150 

406  CAMBBIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

66.0 

2463.0086 

175.9292 

60.0 

2827.4334 

188.4956 

.1 

2471.8129 

176.2433 

.1 

2836.8660 

188.8097 

.2 

2480.6330 

176.5575 

.2 

2846.3143 

189.1239 

.3 

2489.4687 

176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.3201 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1873 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.8830 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8129 

178.7566 

.9 

2912.8925 

191.3230 

57.0 

2551.7586 

179.0708 

61.0 

2922.4666 

191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6984 

180.3274 

.4 

2960.9196 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2606.7626 

180.9557 

.6 

2980.2404 

193.5221 

.7 

2614.8182 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9766 

181.8982 

.9 

3009.3394 

194.4646 

58.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173 

195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798 

195.4071 

.3 

2669.4820 

183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6475 

183.4690 

.4 

3058.1519 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3067.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.7869 

196.6637 

.7 

2706.2386 

184.4115 

.7 

3087.6279 

196.9779 

.8 

2715.4670 

184.7256 

.8 

3097.4847 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571 

197.6062 

59.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2465 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0687 

198.5487 

.3 

2761.8448 

186.2964 

.3 

3147.0040 

198.8628 

.4 

2771.1675 

186.6106 

A 

3156.9550 

199.1770 

.5 

2780.5058 

186.9248 

.5 

3166.9217 

199.4911 

.6 

2789.8599 

187.2389 

.6 

3176.9041 

199.8053 

.7 

2799.2297 

187.5531 

.7 

3186.9023 

200.1195 

.8 

2808.6152 

187.8672 

.8 

3196.9161 

200.4336 

.9 

2818.0165 

188.1814 

.9 

3206.9456 

200.7478 

CAMBRIA  STEEL. 


407 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

64.0 

3216.9909 

201.0620 

68.0 

3631.6811 

213.6283 

.1 

3227.0518 

201.3761 

.1 

3642.3704 

213.9425 

.2 

3237.1285 

201.6902 

.2  . 

3653.0753 

214.2566 

.3 

3247.2208 

202.0044 

.3 

3663.7960 

214.5708 

.4 

3257.3289 

202.3186 

.4 

3674.5324 

214.8849 

.5 

3267.4527 

202.6327 

.5 

3685.2845 

215.1991 

.6 

3277.5922 

202.9469 

.6 

3696.0523 

215.5133 

.7 

3287.7474 

203.2610 

.7 

3706.8358 

215.8274 

.8 

3297.9183 

203.5752 

.8 

3717.6351 

216.1416 

.9 

3308.1049 

203.8894 

.9 

3728.4500 

216.4556 

65.0 

3318.3072 

204.2035 

69.0 

3739.2807 

216.7699 

.1 

3328.5253 

204.5177 

.1 

3750.1270 

217.0841 

.2 

3338.7590 

204.8318 

.2 

3760.9890 

217.3982  ' 

.3 

3349.0084 

205.1460 

.3 

3771.8668 

217.7124 

.4 

3359.2736 

205.4602 

.4 

3782.7603 

218.0265 

.5 

3369.5545 

205.7743 

.5 

3793.6695 

218.3407 

.6 

3379.8510 

206.0885 

.6 

3804.5944 

218.6548 

.7 

3390.1633 

206.4026 

.7 

3815.5349 

218.9690 

.8 

3400.4913 

206.7168 

.8 

3826.4913 

219.2832 

.9 

3410.8350 

207.0310 

.9 

3837.4633 

219.5973 

66.0 

3421.1944 

207.3451 

70.0 

3848.4510 

219.9115 

.1 

3431.5695 

207.6593 

.1 

3859.4544 

220.2256 

.2 

3441.9603 

207.9734 

.2 

3870.4735 

220.5398 

.3 

3452.3668 

208.2876 

.3 

3881.5084 

220.8540 

.4 

3462.7891 

208.6017 

.4 

3892.5589 

221.1681 

.5 

3473.2270 

208.9159 

.5 

3903.6252 

221.4823 

.6 

3483.6807 

209.2301 

.6 

3914.7072 

221.7964 

.7 

3494.1500 

209.5442 

.7 

3925.8048 

222.1106 

.8 

3504.6351 

209.8584 

.8 

3936.9182 

222.4248 

.9 

3515.1359 

210.1725 

.9 

3948.0473 

222.7389 

67.0 

3525.6523 

210.4867 

71.0 

3959.1921 

223.0531 

.1 

3536.1845 

210.8009 

.1 

3970.3526 

223.3672 

.2 

3546.7324 

211.1150 

.2 

3981.5288 

223.6814 

.3 

3557.2960 

211.4292 

.3 

3992.7208 

223.9956 

.4 

3567.8753 

211.7433 

.4 

4003.9284 

224.3097 

.5 

3578.4704 

212.0575 

.5 

4015.1517 

224.6239 

.6 

•3589.0811 

212.3717 

.6 

4026.3908 

224.9380 

.7 

3599.7075 

212.6858 

.7 

4037.6455 

225.2522 

.8 

3610.3497 

213.0000 

.8 

4048.9160 

225.5664 

.9 

3621.0075 

213.3141 

.9 

4060.2022 

225.8805 

408  CAMBKIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference 

Diameter. 

Area. 

Circumference. 

72.0 

4071.5041 

226.1947 

76.0 

4536.4598 

238.7610 

.1 

4082.8216 

226.5088 

.1 

4548.4057 

239.0752 

.2 

4094.1549 

226.8230 

.2 

4560.3673 

239.3894 

.3 

4105.5039 

227.1371 

.3 

4572.3446 

239.7035 

.4 

4116.8687 

227.4513 

.4 

4584.3376 

240.0177 

.5 

4128.2491 

227.7655 

.5 

4596.3464 

240.3318 

.6 

4139.6452 

228.0796 

.6 

4608.3708 

240.6460 

.7 

4151.0570 

228.3938 

.7 

4620.4110 

240.9602 

.8 

4162.4846 

228.7079 

.8 

4632.4668 

241.2743 

.9 

4173.9278 

229.0221 

.9 

4644.5384 

241.5885 

73.0 

4185.3868 

229.3363 

77.0 

4656.6257 

241.9026 

.1 

4196.8615 

229.6504 

.1 

4668.7287 

242.2168 

.2 

4208.3518 

229.9646 

.2 

4680.8474 

242.5310 

.3 

4219.8579 

230.2787 

.3 

4692.9818 

242.8451 

.4 

4231.3797 

230.5929 

.4 

4705.1319 

243.1592 

.5 

4242.9172 

230.9071 

.5 

4717.2977 

243.4734 

.6 

4254.4704 

231.2212 

.6 

4729.4792 

243.7876 

.7 

4266.0393 

231.5354 

.7 

4741.6765 

244.1017 

.8 

4277.6240 

231.8495 

.8 

4753.8894 

244.4159 

.9 

4289.2243 

232.1637 

.9 

4766.1180 

244.7301 

74.0 

4300.8403 

232.4779 

78.0 

4778.3624 

245.0442 

.1 

4312.4721 

232.7920 

.1 

4790.6225 

245.3584' 

.2 

4324.1195 

233.1062 

.2 

4802.8982 

245.6725 

.3 

4335.7827 

233.4203 

.3 

4815.1897 

245.9867 

.4 

4347.4616 

233.7345 

.4 

4827.4969 

246.3009 

.5 

4359.1562 

234.0487 

.5 

4839.8198 

246.6150 

.6 

4370.8664 

234.3628 

.6 

4852.1584 

246.9292 

.7 

4382.5924 

234.6770 

.7 

4864.5127 

247.2433 

.8 

4394.3341 

234.9911 

.8 

4876.8828 

247.5575 

.9 

4406.0915 

235.3053 

.9 

4889.2685 

247.8717 

75.0 

4417.8647 

235.6194 

79.0 

4901.6699 

248.1858 

.1 

4429.6535 

235.9336 

.1 

4914.0871 

248.5000 

.2 

4441.4580 

. 236.2478 

.2 

4926.5199 

248.8141 

.3 

4453.2783 

236.5619 

.3 

4938.9685 

249.1283 

.4 

4465.1142 

236.8761 

.4 

4951.4328 

249.4425 

.5 

4476.9659 

237.1902 

.5 

4963.9127 

249.7566 

.6 

4488.8332 

237.5044 

.6 

4976.4084 

250.0708 

.7 

4500.7163 

237.8186 

.7 

4988.9198 

250.3849 

.8 

4512.6151 

238.1327 

.8 

5001.4469 

250.6991 

.9 

4524.5296 

238.4469 

.9 

5013.9897 

251.0133 

CAMBRIA  STEEL. 


409 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

80.0 

5026.6482 

251.3274 

.1 

5039.1224 

251.6416 

.2 

5051.7124 

251.9557 

.3 

5064.3180 

252.2699 

.4 

5076.9394 

252.5840 

.5 

5089.5764 

252.8982 

.6 

5102.2292 

253.2124 

.7 

5114.8977 

253.5265 

.8 

5127.5818 

253.8407 

.9 

5140.2817 

254.1548 

81.0 

5152.9973 

254.4690 

.1 

5165.7286 

254.7832 

.2 

5178.4756 

255.0973 

.3 

5191.2384 

255.4115 

.4 

5204.0168 

255.7256 

.5 

5216.8109 

256.0398 

.6 

5229.6208 

256.3540 

.7 

5242.4463 

256.6681 

.8 

5255.2876 

256.9823 

.9 

6268.1446 

257.2964 

82.0 

5281.0172 

257.6106 

.1 

5293.9056 

257.9248 

.2 

5306.8097 

258.2389 

.3 

5319.7295 

258.5531 

.4 

5332.6650 

258.8672 

.5 

5345.6162 

259.1814 

.6 

5358.5832 

259.4956 

.7 

5371.5658 

259.8097 

.8 

5384.6641 

260.1239 

.9 

5397.5782 

260.4380 

83.0 

5410.6079 

260.7522 

.1 

5423.6534 

261.0663 

.2 

5436.7146 

261.3805 

.3 

5449.7914 

261.6947 

.4 

5462.8840 

262.0088 

.5 

5475.9923 

262.3230 

.6 

5489.1163 

262.6371 

.7 

5502.2560 

262.9513 

.8 

5515.4115 

263.2655 

.9 

5528.5826 

263.5796 

Diameter. 

Area. 

Circumference. 

84.0 

5541.7694 

263.8938 

.1 

5554.9720 

264.2079 

.2 

5568.1902 

264.5221 

.3 

5581.4242 

264.8363 

.4 

5594.6738 

265.1504 

.5 

5607.9392 

265.4646 

.6 

5621.2203 

265.7787 

.7 

5634.5171 

266.0929 

.8 

5647.8296 

266.4071 

.9 

5661.1578 

266.7212 

85.0 

5674.5017 

267.0354 

.1 

5687.8613 

267.3495 

.2 

5701.2367 

267.6637 

.3 

5714.6277 

267.9779 

.4 

5728.0344 

268.2920 

.5 

5741.4569 

268.6062 

.6 

5754.8951 

268.9203 

.7 

5768.3489 

269.2345 

.8 

5781.8185 

269.5486 

.9 

5795.3038 

269.8628 

86.0 

5808.8048 

270.1770 

.1 

5822.3215 

270.4911 

.2 

5835.8539 

270.8053 

.3 

5849.4020 

271.1194 

.4 

5862.9659 

271.4336 

.5 

5876.5454 

271.7478 

.6 

5890.1406 

272.0619 

.7 

5903.7516 

272.3761 

.8 

5917.3782 

272.6902 

.9 

5931.0206 

273.0044 

87.0 

5944.6787 

273.3186 

.1 

5958.3525 

273.6327 

.2 

5972.0419 

273.9469 

.3 

5985.7471 

274.2610 

.4 

5999.4680 

274.5752 

.5 

6013.2047 

274.8894 

.6 

6026.9570 

275.2035 

.7 

6040.7250 

275.5177 

.8 

6054.5088 

275.8318 

.9 

6068.3082 

276.1460 

410  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


(continued.) 


Diameter.  . 

Area. 

Circumference. 

Diameter. 

Area. 

Circu^erence. 

88.0 

6082.1234 

276.4602 

92.0 

6647.-6100 

289.0265’ 

.1 

6095.9542 

276.7743 

,1 

6662.0692 

289.^07 

.2 

6109.8008 

277.0885 

.2 

6676.5441 

289.^48  . 

.3  . 

6123.6631 

277.4026 

.3 

6691.0347 

289.9690 

.4 

6137.5410 

277.7168 

.4  ‘ 

6705.5410 

290.2832 

.5 

6151.4347 

278.0309 

.5 

6720.0630 

290.5973  ^ 

.6 

6165.3441 

278.3451 

.6 

6734.6007 

290.911ii 

.7 

6179.2692 

278.6593 

.7 

6749.1542 

291.2256 

.8 

6193.2101 

278.9734 

.8 

6763.7233 

291.5398 

.9 

6207.1666 

279.2876 

.9 

6778.3081 

291.8540 

89.0 

6221.1388 

279.6017 

93.0  . 

6792.9087 

292.1681 

.1 

6235.1268 

279.9159 

^ .1 

6807.5249 

^ 292.4823 

.2 

6249.1304 

280.2301 

.2 

6822.1569 

292.7964' 

.3 

6263.1498 

280.5442 

.3 

6836.8046 

293.1106 

.4 

6277.1848 

280.8584 

■ .4 

6851.4680 

293.4248 

.5 

6291.2356 

281.1725 

.5 

6866.1471 

293.7389' 

.6 

6305.3021 

281.4867 

.6 

6880.8419 

294.0531 

.7 

6319.3843 

281.8009 

.7 

6895.5524 

294.3672 

.8 

6333.4822 

282.1150 

.8 

6910.2786 

294.6814 

.9 

6347.5958 

282.4292 

.9 

6925.0205 

294.9956 

90.0 

‘6361.7251 

282.7433 

94.0 

6939.7781 

295.3097 

.1 

6375.8701 

283.0575 

.1 

6954.5515 

295.6239 

.2 

6390.0308 

283.3717 

.2 

6969.3405 

295.9380 

.3 

6404.2073 

283.6858 

.3 

6984.1453 

296.2522 

.4 

6418.3994 

284.0000 

.4 

6^8.9657 

296.5663 

.5 

6432.6073 

284.3141 

.5 

7013.8019 

296.8805 

.6 

6446.8308 

284.6283 

.6 

7028.6538 

297.1947 

.7 

6461.0701 

284.9425 

.7 

7043.5214 

297.5088 

.8 

6475.3251 

285.2566 

.8 

7058.4047 

297.8230 

.9 

6489.5958 

285.5708 

.9 

7073.3037 

298.1371 

91.0 

6503.8822 

285.8849 

95.0 

7088.2184 

298.4513 

.1 

6518.1843 

286.1991 

.1 

7103.1488 

298.7655 

.2 

6532.5021 

286.5132 

.2 

7118.0949 

299.0796 

.3 

6546.8356 

286.8274 

.3 

7133.0568 

299.3938 

.4 

6561.1848 

287.1416 

.4 

7148.0343 

299.7079 

.5 

6575.5497 

287.4557 

.5 

7163.0276 

300.0221 

.6 

6589.9304 

287.7699 

.6 

7178.0365 

300.3363 

.7 

6604.3267 

288.0840 

.7 

7193.0612 

300.6504 

.8 

6618.7388 

288.3982 

.8 

7208.1016 

300.9646 

.9 

6633.1666 

288.7124 

.9 

7223.1577 

301.2787 

CAMBKIA  STEEL.  411 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

(concluded.) 


Dian^r. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

96.(r. 

7238,2294 

301.5929 

98.0 

7542.9639 

307.8761 

...1 

7253.3169 

301.9071 

.1 

7558.3656 

308.1902 

.2 

7268.4201 

302.2212 

.2 

7573.7830 

308.5044 

.3 

7283.5391 

302.5354 

.3 

7589.2161 

308.8186 

.4 

7298.6737 

/ 302.8495 

.4 

7604.6648 

309.1327 

7313.8240 

303.1637 

.5 

.7620.1293 

309.4469 

Jt.  .6 

7328.9901 

303.4779 

.6 

7635.6095 

309.7610 

.7 

7344.1718 

303.7920 

.7 

7651.1054 

310.0752 

i-8.  ^ 

7359.3693 

304.1062 

.8 

7666.6170 

310.3894 

.9 

.7374.5824 

304.4203 

.9 

7682.1443; 

310.7035 

i7.0 

7389.8113 

304.7345 

99.0 

7697.6874 

311.0177 

.1 

7405.0559 

305.0486 

.1 

7713.2461 

311.3318 

.2 

7420.3162 

305.3628 

:2 

7728.8205 

311.6460 

.3 

7435.5921 

305.6770 

.3 

7744.4107 

311.9602 

’ .4 

7450.8838 

305.99U 

.4 

7760.0166 

312.2743 

.5 

7466.1913 

306.3Q53 

.5 

7775.6381 

312.5885 

.6 

7481.5144 

306.6194 

.6 

7791.2754 

312.9026 

.7 

7496.8532 

306.9336 

.7 

7806.9284 

313.2168 

.8 

7512.2077 

307.2478 

.8 

7822.5971 

313.5309 

.9 

7527.5780 

307.5619 

.9 

7838.2815 

313.8451 

'* 

100.0 

7853.9816 

314.1593 

To  find  from  the  table  areas  or  circumferences  for  larger  diameters  than  those 
given. 

Case  I. 

For  diameters  greater  than  100  and  less  than  1001 : 

Take  from  the  table  the  area  or  circumference  for  a circle  the  diameter  of 
which  is  one-tenth  of  the  given  diameter. 

To  obtain  the  required  area  or  circumference,  multiply  the  area  so  found  by 
100  and  the  circumference  so  found  by  10. 

For  Example. — ^What  is  the  area  and  circumference  corresponding  to  a 
diameter  of  459? 

From  the  tables  the  area  and  circumference  for  diameter  45.9  are  1 654.6847 
and  144.1991.  Therefore  165  468.47  and  1441.991  are  the  area  and  circum- 
ference required. 

Case  II. 

For  diameters  greater  than  1000: 

Divide  the  given  diameter  by  any  convenient  factor  which  will  give  as  a 
quotient  a diameter  found  in  the  table,  and  take  from  the  table  the  area  or 
circumference  for  this  diameter. 

To  obtain  the  required  area  or  circumference  multiply  the  area  so  found  by 
the  square  of  the  factor  and  the  circumference  so  found  by  the  factor. 

For  Example. — ^What  is  the  area  and  circumference  corresponding  to  a 
diameter  of  1 983? 

1 983  -f-  3 = 661.  From  the  tables  and  Case  I the  area  and  circumference 
for  diameter  661  are  343  156.95  and  2 076.593.  Therefore  343  156.95  X 9 = 
3 088  412.55  = area  required,  and  2 076.593  X 3 = 6 229.779  = circumference 
required. 


412  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


Diameters  ^ to  100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

1^ 

.0031 

.1963 

5 

19.6350 

15.7080 

1 

8 

.0123 

.3927 

1 

8 

20.6290 

16.1007 

1 

4 

.0491 

.7854 

1 

4 

21.6476 

16.4934 

3 

8 

.1104 

1.1781 

3 

8 

22.6907 

16.8861 

1 

2 

.1963 

1.5708 

1 

2 

23.7583 

17.2788 

5 

8 

.3068 

1.9635 

5 

8 

24.8505 

17.6715 

3 

4 

.4418 

2.3562 

3 

4 

25.9673 

18.0642 

7 

8 

.6013 

2.7489 

7 

8 

27.1086 

18.4569 

1 

.7854 

3.1416 

6 

28.2744 

18.8496 

1 

.9940 

3.5343 

1 

8 

29.4648 

19.2423 

1 

4 

1.2272 

3.9270 

1 

4 

30.6797 

19.6350 

3 

8 

1.4849 

4.3197 

3 

8 

31.9191 

20.0277 

1 

2 

1.7671 

4.7124 

1 

2 

33.1831 

20.4204 

5 

8 

2.0739 

5.1051 

5 

8 

34.4717 

20.8131 

3 

4 

2.4053 

5.4978 

3 

4 

35.7848 

21.2058 

7 

8 

2.7612 

5.8905 

7 

8 

37.1224 

21.5985 

2 

3.1416 

6.2832 

7 

38.4846 

21.9912 

1 

8 

3.5466 

6.6759 

1 

8 

39.8713 

22.3839 

1 

4 

3.9761 

7.0686 

1 

4 

41.2826 

22.7766 

3 

8 

4.4301 

7.4613 

3 

8 

42.7184 

23.1693 

1 

2 

4.9087 

7.8540 

1 

2 

44.1787 

23.5620 

5 

8 

5.4119 

8.2467 

5 

8 

45.6636 

23.9547 

3 

4 

5.9396 

8.6394 

3 

4 

47.1731 

24.3474 

7 

8 

6.4918 

9.0321 

7 

8 

48.7071 

24.7401 

3 

7.0686 

9.4248 

8 

50.2656 

25.1328 

8 

7.6699 

9.8175 

1 

8 

51.8487 

25.5255 

1 

4 

8.2958 

10.2102 

1 

4 

53.4563 

25.9182 

3 

8 

8.9462 

10.6029 

3 

8 

55.0884 

26.3109 

1 

2 

9.6211 

10.9956 

1 

2 

56.7451 

26.7036 

5 

8 

10.3206 

11.3883 

5 

8 

58.4264 

27.0963 

3 

4 

11.0447 

11.7810 

3 

4 

60.1322 

27.4890 

7 

8 

11.7933 

12.1737 

7 

8 

61.8625 

27.8817 

4 

12.5664 

12.5664 

9 

63.6174 

28.2744 

1 

8 

13.3641 

12.9591 

1 

8 

65.3968 

28.6671 

1 

4 

14.1863 

13.3518 

1 

4 

67.2008 

29.0598 

3 

8 

15.0330 

13.7445 

3 

8 

69.0293 

29.4525 

1 

2 

15.9043 

14.1372 

1 

2 

70.8823 

29.8452 

5 

8 

16.8002 

14.5299 

5 

8 

72.7599 

30.2379 

3 

4 

17.7206 

14.9226 

3 

4 

74.6621 

30.6306 

7 

8 

18.6555 

15.3153 

7 

8 

76.5889 

31.0233 

CAMBRIA  STEEL. 


413 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 
Diameters  ^ to  100. 


Diameter. 

Area. 

Circumference. 

10 

78.540 

31.4160 

1 

8 

80.516 

31.8087 

1 

4 

82.516 

32.2014 

a. 

8 

84.541 

32.5941 

1 

2 

86.590 

32.9868 

5 

8 

88.664 

33.3795 

3 

4 

90.763 

33.7722 

7 

8 

92.886 

34.1649 

11 

95.033 

34.5576 

1 

8 

97.205 

34.9503 

1 

4 

99.402 

35.3430 

3 

8 

101.623 

35.7357 

1 

2 

103.869 

36.1284 

5 

8 

106.139 

36.5211 

3 

4 

108.434 

36.9138 

7 

8 

110.754 

37.3065 

12 

113.098 

37.6992 

1 

8 

115.466 

38.0919 

1 

4 

117.859 

38.4846 

3 

8 

120.277 

38.8773 

1 

2 

122.719 

39.2700 

5 

8 

125.185 

39.6627 

3 

4 

127.677 

40.0554 

7 

8 

130.192 

40.4481 

13 

132.733 

40.8408 

1 

8 

135.297 

41.2335 

1 

4 

137.887 

41.6262 

3 

8 

140.501 

42.0189 

1 

2 

143.139 

42.4116 

5 

8 

145.802 

42.8043 

3 

4 

148.490 

43.1970 

7 

8 

151.202 

43.5897 

14 

153.938 

43.9824 

1 

8 

156.700 

44.3751 

1 

4 

159.485 

44.7678 

3 

8 

162.296 

45.1605 

1 

2 

165.130 

45.5532 

5 

8 

167.990 

45.9459 

3 

4 

170.874 

46.3386 

7 

8 

173.782 

46.7313 

Diameter. 

Area. 

Circumference. 

15 

176.715 

47.1240 

1 

8 

179.673 

47.5167 

1 

4 

182.655 

47.9094 

3 

8 

185.661 

48.3021 

1 

2 

188.692 

48.6948 

5 

8 

191.748 

49.0875 

3 

4 

194.828 

49.4802 

7 

8 

197.933 

49.8729 

16 

201.062 

50.2656 

1 

8 

204.216 

50.6583 

1 

4 

207.395 

51.0510 

3 

8 

210.598 

51.4437 

1 

2 

213.825 

51.8364 

5 

8 

217.077 

52.2291 

3 

4 

220.354 

52.6218 

7 

8 

223.655 

53.0145 

17 

226.981 

53.4072 

1 

8 

230.331 

53.7999 

1 

4 

233.706 

54.1926 

3 

8 

237.105 

54.5853 

1 

2 

240.529 

54.9780 

5 

8 

243.977 

55.3707 

3 

4 

247.450 

55.7634 

7 

8 

250.948 

56.1561 

18 

254.470 

56.5488 

1 

8 

258.016 

56.9415 

1 

4 

261.587 

57.3342 

3 

8 

265.183 

57.7269 

1 

2 

268.803 

58.1196 

5 

8 

272.448 

58.5123 

3 

4 

276.117 

58.9050 

7 

8 

279.811 

59.2977 

19 

283.529 

59.6904 

1 

8 

287.272 

60.0831 

1 

4 

291.040 

60.4758 

3 

8 

294.832 

60.8685 

1 

2 

298.648 

61.2612 

5 

8 

302.489 

61.6539 

3 

4 

306.355 

62.0466 

7 

8 

310.245 

62.4393 

414  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

Diameters  re  to  100* 


Diameter. 

Area. 

Circumfereiice. 

Diameter. 

Area. 

Circumference. 

20 

314.160 

62.8320 

25 

490.875 

78.5400 

318.099 

63.2247 

1 

8 

495.796 

78.9327 

1 

4 

322.063 

63.6174 

1 

4 

500.742 

79.3254 

3 

8 

326.051 

64.0101 

3 

8 

505.712 

79.7181 

1 

2 

330.064 

64.4028 

1 

2 

510.706 

80.1108' 

5 

8 

334.102 

64.7955 

5 

8 

515.726 

80.5035 

3 

4 

338.164 

65.1882 

3 

4 

520.769 

80.8962 

1 

8 

342.250 

65.5809 

7 

8 

525.838 

81.2889 

. 21 

346.361 

65.9736 

26 

530.930 

81.6816 

1 

8 

350.497 

66.3663 

1 

8 

536.048 

82.0743 

1 

- 4 

354.657 

66.7590 

1 

4 

541.190 

82.4670 

3 

8 

358.842 

67.1517 

3 

8 

546.356 

82.8597 

1 

2 

363.051 

67.5444 

1 

2 

551.547 

83.2524 

5 

8 

367.285 

67.9371 

5 

8 

556.763 

83.6451 

3 

4 

371.543 

68.3298 

3 

4 

562.003  - 

84.0378 

7 

8 

375.826 

68.7225 

7 

8 

567.267 

84.4305 

22 

380.134 

69.1152 

27 

572.557 

84.8232 

1 

8 

384.466 

69.5079 

1 

8 

577.870 

85.2159 

1 

4 

388.822 

69.9006 

1 

4 

583.209 

85.6086 

3 

8 

393.203 

70.2933 

3 

8 

588.571 

86.0013 

1 

2 

397.609 

70.6860 

1 

2 

593.959 

86.3940 

5 

8 

402.038 

71.0787 

5 

8 

599.371 

86.7867 

3 

4 

406.494 

71.4714 

3 

4 

604.807 

87.1794 

7 

8 

410.973 

71.8641 

7 

8 

610.268 

87.5721 

23 

415.477 

72.2568 

^ 28 

615.754 

87.9648 

J 

420.004 

72.6495 

1 

8 

621.264 

88.3575 

1 

4 

424.558 

73.0422 

1 

4 

626.798 

88.7502 

3 

8 

429.135 

73.4349 

3 

8 

632.357 

89.1429 

1 

2 

433.737 

73.8276 

1 

2 

637.941 

89.5356 

5 

8 

438.364 

74.2203 

5 

8 

643.549 

89.9283 

3 

4 

443.015 

74.6130 

3 

4 

649.182 

90.3210 

7 

8 

447.690 

75.0057 

7 

8 

654.840 

90.7137  ' 

24 

452.390 

75.3984 

29 

660.521 

91.1064 

1 

8 

457.115 

75.7911 

i 

666.228 

91.4991 

1 

4 

461.864 

76.1838 

1 

4 

671.959 

91.8918 

3 

8 

466.638 

76.5765 

3 

8 

677.714 

92.2845 

1 

2 

471.436 

76.9692 

1 

2 

683.494 

92.6772 

5 

8 

476.259 

77.3619 

5 

8 

689.299 

93.0699 

3 

4 

481.107 

77.7546 

3 

4 

695.128 

93.4626 

7 

8 

485.979 

78.1473 

7 

8 

700.982 

93.8553 

CAMBRIA  STEEL.  415 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

/ 

Diameters  to  100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

30 

706.860 

94.248 

35 

962.115 

109.956 

1 

8 

712.763 

94.641 

1 

8 

969.000 

110.349 

^ 1 

4 

718.690 

95.033 

1 

4 

975.909 

110.741 

3 

< 8 

724.642 

95.426 

3 

8 

982.842 

111.134 

^ A 

2 

730.618 

95.819 

1 

2 

989.800 

111.527 

5 

8 

736.619 

96.212 

5 

8 

996.783 

111.919 

3 

4 

742.645 

96.604 

3 

4 

1003.790 

112.312 

7 

8 

748.695 

96.997 

7 

8 

1010.822 

112.705 

"31 

754.769 

97.390 

36 

1017.878 

113.098 

i 

760.869 

97.782 

1 

8 

1024.960 

113.490 

1 

4 

766.992 

98.175 

1 

4 

1032.065 

113.883 

3 

8 ' 

773.140 

98.568 

3 

8 

1039.195 

114.276 

1 

2 

779.313 

98.960 

1 

2 

1046.349 

114.668 

5 

8 

785.510 

99.353 

5 

8 

1053.528 

115.061 

3 

4 

791.732 

99.746 

3 

4 

1060.732 

115.454 

7 

, 8 

797.979 

100.138 

7 

8 

1067.960 

115.846 

' 32 

804.250 

100.531 

37 

1075.213  ' 

116.239 

1 ^ 

8 

810.545 

100.924 

1 

8 

1082.490 

116.632 

1 

4 

816.865 

101.317 

1 

4 

1089.792 

117.025 

3 

8 

823.210 

101.709 

3 

8 

1097.118 

117.417 

1 

2 

829.579 

102.102 

1 

2 

1104.469 

117.810 

5 

8 

835.972 

102.495 

5 

8 

1111.844 

118.203 

3 

4 

842.391 

102.887 

3 

4 

1119.244 

118.595 

7 

8 

848.833 

103.280 

7 

8 

1126.669 

118.988 

33 

855.301 

103.673  ' 

38 

1134.118 

119.381 

1 

8 

861.792 

104.065 

1 

8 

1141.591 

119.773 

1 

4 

868.309 

104.458 

1 

4 

1149.089 

120.166 

3 

8 

874.850 

104.851 

3 

8 

1156.612 

120.559 

1 

2 

881.415 

105.244 

1 

2 

1164.159 

120.952 

5 

8 

888.005 

105.636 

5 

8 

1171.731 

121.344 

3 

4 

894.620 

106.029 

3 

4 

1179.327 

121.737 

7 

8 

901.259 

106.422 

7 

8 

1186.948 

122.130 

34 

907.922 

106.814 

39 

11-94.593 

122.522 

1 

8 

914.611 

107.207 

1 

8 

1202.263 

122.915 

1 

4 

921.323 

107.600 

1 

4 

1209.958 

123.308 

3 

8 

928.061 

107.992 

3 

8 

1217.677 

123.700 

1 

2 

934.822 

108.385 

1 

2 

1225.420 

124.093 

5 

8 

941.609 

108.778 

5 

8 

1233.188 

124.486 

3 

4 

948.420 

109.171 

3 

4 

1240.981 

124.879 

7 

8 

955.255 

109.563 

7 

8 

1248.798 

125.271 

416  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


Diameters  to  100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

40 

1256.64 

125.664 

45 

1590.43 

141.372 

1 

8 

1264.51 

126.057 

1 

8 

1599.28 

141.765 

1 

4 

1272.40 

126.449 

1 

4 

1608.16 

142.157 

3 

8 

1280.31 

126.842 

3 

8 

1617.05 

142.550 

1 

2 

1288.25 

127.235 

1 

2 

1625.97 

142.943 

5 

8 

1296.22 

127.627 

5 

8 

1634.92 

143.335 

3 

4 

1304.21 

128.020 

3 

4 

1643.89 

143.728 

7 

8 

1312.22 

128.413 

7 

8 

1652.89 

144.121 

41 

1320.26 

128.806 

46 

1661.91 

144.514 

1 

8 

1328.32 

129.198 

1 

8 

1670.95 

144.906 

1 

4 

1336.41 

129.591 

1 

4 

1680.02 

145.299 

3 

8 

1344.52 

129.984 

3 

8 

1689.11 

145.692 

1 

2 

1352.66 

130.376 

1 

2 

1698.23 

146.084 

5 

8 

1360.82 

130.769 

5 

8 

1707.37 

146.477 

3 

4 

1369.00 

131.162 

3 

4 

1716.54 

146.870 

7 

8 

1377.21 

131.554 

7 

8 

1725.73 

147.262 

42 

1385.45 

131.947 

47 

1734.95 

147.655 

i 

1393.70 

132.340 

1 

8 

1744.19 

148.048 

1 

4 

1401.99 

132.733 

1 

4 

1753.45 

148.441 

3 

8 

1410.30 

133.125 

3 

8 

1762.74 

148.833 

1 

2 

1418.63 

133.518 

1 

2 

1772.06 

149.226 

5 

8 

1426.99 

133.911 

5 

8 

1781.40 

149.619 

3 

4 

1435.37 

134.303 

3 

4 

1790.76 

150.011 

7 

8 

1443.77 

134.696 

7 

8 

1800.15 

150.404 

43 

1452.20 

135.089 

48 

1809.56 

150.797 

1 

8 

1460.66 

135.481 

1 

8 

1819.00 

151.189 

1 

4 

1469.14 

135.874 

1 

4 

1828.46 

151.582 

3 

8 

1477.64 

136.267 

3 

8 

1837.95 

151.975 

1 

2 

1486.17 

136.660 

1 

2 

1847.46 

152.368 

5 

8 

1494.73 

137.052 

5 

8 

1856.99 

152.760 

3 

4 

1503.30 

137.445 

3 

4 

1866.55 

153.153 

7 

8 

1511.91 

137.838 

7 

8 

1876.14 

153.546 

44 

1520.53 

138.230 

49 

1885.75 

153.938 

1 

8 

1529.19 

138.623 

1 

8 

1895.38 

154.331 

1 

4 

1537.86 

139.016 

1 

4 

1905.04 

154.724 

3 

8 

1546.56 

139.408 

3 

8 

1914.72 

155.116 

1 

2 

1555.29 

139.801 

1 

2 

1924.43 

155.509 

5 

8 

1564.04 

140.194 

5 

8 

1934.16 

155.902 

3 

4 

1572.81 

140.587 

3 

4 

1943.91 

156.295 

7 

8 

1581.61 

140.979 

7 

8 

1953.69 

156.687 

CAMBRIA  STEEL. 


417 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

Diameters  ^ to  100. 


Diameter. 

Area. 

Circumference. 

50 

1963.50 

157.080 

1 

8 

1973.33 

157.473 

1 

4 

1983.18 

157.865 

3 

8 

1993.06 

158.258 

1 

2 

2002.97 

158.651 

5 

8 

2012.89 

159.043 

3 

4 

2022.85 

159.436 

7 

8 

2032.82 

159.829 

51 

2042.83 

160.222 

1 

8 

2052.85 

160.614 

1 

4 

2062.90 

161.007 

3 

8 

2072.98 

161.400 

1 

2 

2083.08 

161.792 

5 

8 

2093.20 

162.185 

3 

4 

2103.35 

162.578 

7 

8 

2113.52 

162.970 

52 

2123.72 

163.363 

i 

2133.94 

163.756 

1 

4 

2144.19 

164.149 

3 

8 

2154.46 

164.541 

1 

2 

2164.76 

164.934 

5 

8 

2175.08 

165.327 

3 

4 

2185.42 

165.719 

7 

8 

2195.79 

166.112 

53 

2206.19 

166.505 

1 

8 

2216.61 

166.897 

1 

4 

2227.05 

167.290 

3 

8 

2237.52 

167.683 

1 

2 

2248.01 

168.076 

5 

8 

2258.53 

168.468 

3 

4 

2269.07 

168.861 

7 

8 

2279.64 

169.254 

54 

2290.23 

169.646 

1 

2300.84 

170.039 

1 

4 

2311.48 

170.432 

3 

8 

2322.15 

170.824 

1 

2 

2332.83 

171.217 

5 

8 

2343.55 

171.610 

3 

4 

2354.29 

172.003 

7 

8 

2365.05 

172.395 

Diameter. 

Area. 

Circumference. 

55 

2375.83 

172.788 

1 

8 

2386.65 

173.181 

1 

4 

2397.48 

173.573 

3 

8 

2408.34 

173.966 

1 

2 

2419.23 

174.359 

5 

8 

2430.14 

174.751 

3 

4 

2441.07 

175.144 

7 

8 

2452.03 

175.537 

56 

2463.01 

175.930 

1 

8 

2474.02 

176.322 

1 

4 

2485.05 

176.715 

3 

8 

2496.11 

177.108 

1 

2 

2507.19 

177.500 

5 

8 

2518.30 

177.893 

3 

4 

2529.43 

178.286 

7 

8 

2540.58 

178.678 

57 

2551.76 

179.071 

1 

8 

2562.97 

179.464 

1 

4 

2574.20 

179.857 

3 

8 

2585.45 

180.249 

1 

2 

2596.73 

180.642 

5 

8 

2608.03 

181.035 

? 

2619.36 

181.427 

7 

8 

2630.71 

181.820 

58 

2642.09 

182.213 

1 

8 

2653.49 

182.605 

1 

4 

2664.91 

182.998 

3 

8 

2676.36 

183.391 

1 

2 

2687.84 

183.784 

5 

8 

2699.33 

184.176 

3 

4 

2710.86 

184.569 

7 

8 

2722.41 

184.962 

59 

2733.98 

185.354 

1 

8 

2745.57 

185.747 

1 

4 

2757.20 

186.140 

3 

8 

2768.84 

186.532 

1 

2 

2780.51 

186.925 

5 

8 

2792.21 

187.318 

3 

4 

2803.93 

187.711 

7 

8 

2815.67 

188.103 

418 

CAMBRIA  STEEL. 

AREAS  AND 

CIRCUMFERENCES 

Diameters  iV  to  100. 

OF  CIRCLES. 

!_J - 

Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

60 

2827.44 

188.496 

65  - 

3318.31 

t 

204,204 

1 

1 

8 

2839.23 

188.889 

1 

8 

3331.09 

204.597 

1 

4 

2851.05 

189.281 

1 

4 

3343.89 

204.989 

3 

8 

2862.89 

189.674 

3 

8 

3356.71 

205.3'82 

1 

2 

2874.76 

190.067 

1 

' 2 

3369.56 

205.775  . 

5 

8 

•2886.65 

190.459 

5 

8 

3382.44 

206.167  ^ 

3 

4 

2898.57 

190.852 

3 

4 

3395.33 

206.560  - 

7 

8 

2910.51 

191.245 

7 

8^ 

3408.26 

206.953 

> 

61 

2922.47 

191.638 

66 

3421.20 

207.346 

1 

8 

2934.46 

192-030 

1 

8 

3434.17 

207.738 

1 

4 

2946.48 

192.423 

1 

4 

3447.i7 

208.131 

3 

8 

2958.52 

192.816 

3 

8 

3460.19 

208.524 

1 

2 

2970.58  ' 

193.208 

1 

2 

3473.24 

208.916 

5 

8 

2982.67 

193.601 

5 

8 

3486.30  . 

209.309 

3 

4 

2994.78 

193.994 

3 

4 

3499.40 

209.702 

7 

8 

3006.92 

194.386 

7 

8 

3512.52 

210.094 

62 

3019.08 

194.779 

67 

3525.66 

210.487 

1 

8 

3031.26 

195.172 

1 

8 

3538.83 

210.880 

1 

4 

3043.47 

195.565 

1 

4 

3552.02 

211.273 

3 

8 

3055.71 

195.957 

3 

8 

3565.24 

211.665 

. 1 

' 2 

3067.97 

196.350 

1 

2 

3578.48 

212.058 

5 

8 

3080.25 

196.743 

5 

8 

3591.74 

212.451 

3 

4 

3092.56 

197.135 

3 

4 

3605.04 

212.843 

7 

8 

3104.89 

197.528 

1 

8 

3618.35 

' 213.236 

63 

3117.25 

197.921 

. 68 

3631.69 

213.629 

1 

8 

3129.64 

198.313 

1 

8 

3645.05 

214.021 

1 

4 

3142.04 

198.706 

1 

4 

3658.44 

214.414 

3 

8 

3154.47 

199.099 

3 

8 

3671.8^ 

214.807  ' 

1 

' 2 

3166.93 

199.492 

1 

2 

3685.29 

215.200 

5 

8 

3179.41 

199.884 

5 

8 

3698.76 

215.592 

3 

4 

3191.91 

200.277 

3 

4 

3712.24 

215.985 

7 

8 

3204.44 

200.670 

7 

8 

3725.75 

216.378 

64 

3217.00 

201.062 

69 

3739.29 

216.770 

1 

8 

3229.58 

201.455 

1 

8 

3752.85 

217.163 

1 

4 

3242.18 

201.848 

1 

4 

3766.43 

217.556 

3 

8 

3254.81 

202.240 

3 

8 

3780.04 

217.948 

1 

2 

3267.46 

202.633 

1 

2 

3793.68 

218.341 

5 

8 

3280.14 

203.026 

5 

8 

3807.34 

218.734 

3 

4 

3292.^4 

203.419  ‘ 

3 

4 

3821.02 

219.127 

7 

8 

3305.56 

203.811 

7 

8 

3834.73 

219.519 

CAMBRIA  STEEL.  419 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 

Diameters  ^ to  100. 


J- 


Diamet^. 

irea. 

Circumference. 

Diameter. 

Area. 

Circumference. 

' 70  ' 

3848.46 

. 219.912 

75 

4417.87 

235.620 

' i 

3862.22 

220.305 

1 

8 

4432.61 

236.013 

' i 

3876.00 

220.697 

1 

4 

4447.38 

236.405 

3 

' 8 

388&.80 

221.090 

3 

8 

4462.16 

236.798 

1 

2 

3903.63 

221.483 

1 ■ 

2 

4476.98 

237.191 

. 5 

8 

3917.49 

221.875 

5 

8 

4491.81 

237.583 

3 

4 

3931.37 

222.268 

3 

4 

4506.67 

237.976 

7 

8 

3945.27 

222.661 

7 

8 

4521.56 

238.369 

71 

3959.20 

22^054 

76 

4536.47 

238.762 

i 

3973.15 

223.446 

1 

8 

4551.41 

239.154 

1 

4 

3987.13 

223.839 

rl 

4 

4566.36 

239.547 

3 

8 

4001.13 

224.232 

3 . 

8 

4581.35 

239.940 

1 

2 

4015.16 

224.624 

1 

2 

4596.36 

240.332 

5 

8 

4029.21 

225.017 

5 

8 

4611.39 

' 240.725 

3 

4 

4043.29 

225.410 

3 

4 

4626.45 

241.118 

7 

. 8 

4057.39 

- 225.802 

7 

-s 

4641.53 

241.510 

72 

4071.51 

226.195 

77  " 

4656.64 

241.903 

1 

8 

4085.66 

226.588 

i 

4671.77 

242.296 

1 

4 

4099.84 

226.981 

1 

4 

4686.92 

242.689 

3 

8 

4114.04 

227.373 

3 

8 

4702.10 

243.081 

1 

2 

4128.26 

227.766 

1 

2 

4717.31 

243.474 

5 

8 

4142.51 

228.159 

, 5 

8 

4732.54 

243.867 

3 

4 

4156.78 

228.551 

3 

4 

4747.79 

244.259 

7. 

8 

-.4171.08 

228.944 

7 

8 

4763.07 

244.652 

73 

4185.40 

229.337 

78 

4778.37 

245.045 

1 

8 

4199.74 

229.729 

1 

. 8 

4793.70 

245.437 

1 

4 

4214.11 

230.122 

1 

4 

4809.05 

245.830 

3 

8 

4228.51 

230.515 

3 

8 

4824.43 

246.223 

1 

2 

4242.93" 

230.908 

1 

2 

4839.83 

246.616 

5 

8 

4257.37 

231.300 

2 

8 

4855.26 

247.008 

3 

4 

4271.84 

231.693 

»3 

4 

4870.71 

247.401 

7 

8 

4286.33 

232.086 

7 

8 

4886.18 

247.794 

74 

4300.85 

232.478 

79 

4901.68 

248.186 

1 

8 

4315.39 

232.871 

1 

8 

4917.21 

248.579 

1 

4 

4329.96 

233.264 

1 

4 

4932.75 

248.972 

3 

8 

4344.55 

233.656 

3 

8 

4948.33 

249.364 

1 

2 

4359.17 

234.049 

1 

2 

4963.92 

249.757 

5 

8' 

4373.81 

234.442 

5 

' 8 

4979.55 

250.150 

3 

4 

4388.47 

234.835 

3 

4 

4995.19 

250.543 

7 

8 

4403.16 

235.227 

7 

8 

5010.86 

250.935 

4S0  CAMBRIA  STEEL. 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


Diameters  ^ to  100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

80 

5026.56 

251.328 

85 

5674.51 

267.036 

1 

8 

5042.28 

251.721 

i 

5691.22 

267.429 

1 

4 

5058.03 

252.113 

1 

4 

5707.94 

267.821 

3 

8 

5073.79 

252.506 

3 

8 

5724.69 

268.214 

1 

2 

5089.59 

252.899 

1 

2 

5741.47 

268.607 

5 

8 

^ 5105.41 

253.291 

5 

8 

5758.27 

268.999 

3 

4 

5121.25 

253.684 

3 

4 

5775.10 

269.392 

7 

8 

5137.12 

254.077 

7 

8 

5791.94 

269.785 

'81 

5153.01 

254.470 

86 

5808.82 

270.178 

1 

8 

5168.93 

254.862 

1 

8 

5825.72 

270.570 

1 

4 

5184.87 

255.255 

1 

4 

5842.64 

270.963 

3 

8 

5200.83 

255.648 

3 

8 

5859.59 

271.356 

1 

2 

5216.82 

256.040 

1 

2 

5876.56 

271.748 

5 

8 

5232.84 

256.433 

5 

8 

5893.55 

272.141 

3 

4 

5248.88 

256.826 

3 

4 

5910.58 

272.534 

7 

8 

5264.94 

257.218 

7 

8 

5927.62 

272.926 

82 

5281.03 

257.611 

87 

5944.69 

273.319 

1 

8 

5297.14 

258.004 

i 

5961.79 

273.712 

1 

4 

5313.28 

258.397 

1 

4 

5978.91 

274.105 

3 

8 

5329.44 

258.789 

3 

8 

5996.05 

274.497 

1 

2 

5345.63 

259.182 

1 

2 

6013.22 

274.890 

5 

8 

5361.84 

259.575 

5 

8 

6030.41 

275.283 

3 

4 

5378.08 

259.967 

3 

4 

6047.63 

275.675 

7 

8 

5394.34 

260.360 

7 

8 

6064.87 

276.068 

83 

5410.62 

260.753 

88 

6082.14 

276.461 

J 

5426.93 

261.145 

1 

8 

6099.43 

276.853 

1 

4 

5443.26 

261.538 

1 

4 

6116.74 

277.246 

3 

8 

5459.62 

261.931 

3 

8 

6134.08 

277.629 

1 

2 

5476.01 

262.324 

1 

2 

6151.45 

278.032 

5 

8 

5492.41 

262.716 

5 

8 

6168.84 

278.424 

3 

4 

5508.84 

263.109 

3 

4 

6186.25 

278.817 

7 

8 

5525.30 

263.502 

7 

8 

6203.69 

279.210 

84 

5541.78 

263.894 

89 

6221.15 

279.602 

1 

8 

5558.29 

264.287 

1 

8 

6238.64 

279.995 

1 

4 

5574.82 

264.680 

1 

4 

6256.15 

280.388 

3 

8 

5591.37 

265.072 

3 

8 

6273.69 

280.780 

1 

2 

5607.95 

265.465 

1 

2 

6291.25 

281.173 

5 

8 

5624.56 

265.858 

5 

8 

6308.84 

281.566 

3 

4 

5641.18 

266.251 

3 

4 

6326.45 

281.959 

7 

8 

5657.84 

266.643 

7 

8 

6344.08 

282.351 

CAMBRIA  STEEL. 


421 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 
Diameters  t«  100. 


Diameter. 

Area. 

Circumference. 

90 

6361.74 

282.744 

1 

8 

6379.42 

283.137 

1 

4 

6397.13 

283.529 

3 

8 

6414.86 

283.922 

1 

2 

6432.62 

284.315 

5 

8 

6450.40 

284.707 

3 

4 

6468.21 

285.100 

7 

8 

6486.04 

285.493 

91 

6503.90 

285.886 

1 

8 

6521.78 

286.278 

1 

4 

6539.68 

286.671 

3 

8 

6557.61 

287.064 

1 

2 

6575.56 

287.456 

5 

8 

6593.54 

287.849 

3 

4 

6611.55 

288.242 

7 

S 

6629.57 

288.634 

92 

6647.63 

289.027 

1 

8 

6665.70 

289.420 

1 

4 

6683.80 

289.813 

3 

8 

6701.93 

290.205 

1 

2 

6720.08 

290.598 

5 

8 

6738.25 

290.991 

3 

4 

6756.45 

291.383 

7 

8 

6774.68 

291.776 

93 

6792.92 

292.169 

J 

6811.20 

292.562 

1 

4 

6829.49 

292.954 

3 

8 

6847.82 

293.347 

1 

2 

6866.16 

293.740 

5 

8 

6884.53 

294.132 

3 

4 

6902.93 

294.525 

7 

8 

6921.35 

294.918 

94 

6939.79 

295.310 

1 

8 

6958.26 

295.703 

1 

4 

6976.76 

296.096 

3 

8 

6995.28 

296.488 

1 

2 

7013.82 

296.881 

5 

8 

7032.39 

297.274 

3 

4 

7050.98 

297.667 

7 

8 

7069.59 

298.059 

Diameter. 

Area. 

Circumference. 

95 

7088.24 

298.452 

1 

8 

7106.90 

298.845 

1 

4 

7125.59 

299.237 

3 

8 

7144.31 

299.630 

1 

2 

7163.04 

300.023 

5 

8 

7181.81 

300.415- 

3 

4 

7200.60 

^300.808 

7 

8 

7219.41 

301.201 

96 

7238.25 

301.594 

1 

8 

7257.11 

301.986^ 

1 

4 

7275.99 

302.379 

3 

8 

7294.91 

302.772  ^ 

1 

2 

7313.84 

303.164 

5 

8 

7332.80 

303.557 

3 

4 

7351.79 

^ 303.950 

7 

8 

7370.79 

304.342 

97 

7389.83 

304.735 

1 

8 

7408.89 

305.128 

1 

4 

7427.97 

305.521 

3 

8 

7447.08 

305.913 

1 

2 

7466.21 

306.306 

5 

8 

7485.37 

306.699 

3 

4 

7504.55 

307.091 

7 

8 

7523.75 

307.484 

98 

7542.98 

307.877 

1 

8 

7562.24 

308.270 

J 

7581.52 

308.662 

3 

8 

7600.82 

309.055 

1 

2 

7620.15 

309.448 

5 

8 

7639.50 

309.840 

3 

4 

7658.88 

310.233 

7 

8 

7678.28 

310.626 

99 

7697.71 

311.018 

1 

8 

7717.16 

311.411 

1 

4 

7736.63 

311.804 

3 

8 

7756.13 

312.196 

1 

2 

7775.66 

312.589 

1 

7795.21 

312.982 

3 

4 

7814.78 

313.375 

7 

8 

7834.38 

313.767 

100 

7854.00 

314.160 

422  , CAMBRIA  STEEL. 


LOGARITHMS  OF  NUMBERS,  FROM  0 TO  1000. 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0 

00000 

30103 

47712 

60206 

69897 

77815 

84510 

90309 

95424 

10 

00000 

00432 

00860 

01284 

01703 

02119 

02531 

02938 

03342 

03743 

11 

04139 

04532 

04922 

05308 

05690 

06070 

06446 

06819 

07188 

07555 

12 

07918 

08279 

08636 

08991 

09342 

09691 

10037 

10380 

10721 

11059 

13 

11394 

11727 

12057 

12385 

12710 

13033 

13354 

13672 

13988 

14301 

14 

14613 

14922 

15229 

15534 

15836 

16137 

16435 

16732 

17026 

17319 

15 

17609 

17898 

18184 

18469 

18752 

19033 

19312 

19590 

19866 

20140 

16 

20412 

20683 

20952 

21219 

21484 

21748 

22011 

22272 

22531 

22789 

17 

23045 

23300 

23553 

23805 

24055 

24304 

24551 

24797 

25042 

25285 

18 

25527 

25768 

26007 

- 26245 

26482 

26717 

26951 

27184 

27416 

27646 

19 

27875 

28103 

28330 

28556 

28780 

29003 

29226 

29447 

29667 

29885 

20 

30103 

30320 

30535 

30750 

30963 

31175 

31387 

31597 

31806 

32015 

21 

32222 

32428 

32634 

32838 

33041 

33244 

33445 

33646 

33846 

34044 

22 

a4242 

34439 

34635 

34830 

35025 

35218 

35411 

35603 

35793 

35984 

23 

36173 

36361 

36549 

36736 

36922 

37107 

37291 

37475 

37658 

37840 

24 

38021 

38202 

38382 

38561 

38739 

38917 

39094 

39270 

39445 

39620 

25 

39794 

39967 

40140 

40312 

40483 

40654 

40824 

40993 

41162 

41330 

26 

41497 

41664 

41830 

41996 

42160 

42325 

42488 

42651 

42813 

42975 

27 

43136 

43297 

43457 

43616 

43775 

43933 

44091 

44248 

44404 

44560 

28 

44716 

44871 

45025 

45179 

45332 

45484 

45637 

45788 

45939 

46090 

29 

46240 

46389 

46538 

46687 

46835 

46982 

47129 

47276 

47422 

47567 

30 

47712 

47857 

48001 

48144 

48287 

48430 

48572 

48714 

48855 

48996 

31 

49136 

49276 

49415 

49554 

49693 

49831 

49969 

50106 

50243 

50379 

32  . 

50515 

50651 

50786 

50920 

51055 

51188 

51322 

51455 

51587 

51720 

33 

51851 

51983 

52114 

52244 

52375 

52504 

52634 

52763 

52892 

53020 

34 

53148 

53275 

53403 

53529 

53656 

53782 

53908 

54033 

54158 

54283 

35 

54407 

54531 

54654 

54777 

54900 

55023 

55145 

55267 

55388 

55509 

36 

55630 

55751 

55871 

55991 

56110 

56229 

56348 

56467 

56585 

56703 

37 

56820 

^6937 

57054 

57171 

57287 

57403 

57519 

57634 

57749 

57864 

38 

57978 

58093 

58206 

58320 

58433 

58546 

58659 

58771 

58883 

58995 

39 

59106 

59218 

59329 

59439 

59550 

59660 

59770 

59879 

59988 

60097 

40 

60206 

60314 

60423 

60531 

60638 

60746 

60853 

60959 

61066 

61172 

41 

61278 

61384 

61490 

61595 

61700 

61805 

61909 

62014 

62118 

62221 

42 

62325 

62428 

62531 

62634 

62737 

62839 

62941 

63043 

63144 

63246 

43 

63347 

63448 

63548 

63649 

63749 

63849 

63949 

64048 

64147 

64246 

44 

64345 

64444 

64542 

64640 

64738 

64836 

64933 

65031 

65128 

65225 

45 

65321 

65418 

65514 

65610 

65706 

65801 

65896 

65992 

66087 

66181 

46 

66276 

66370 

66464 

66558 

66652 

66745 

66839 

66932 

67025 

67117 

47 

67210 

67302 

67394 

67486 

67578 

67669 

67761 

67852 

67943 

68034 

48 

68124 

68215 

68305 

68395 

68485 

68574 

68664 

68753 

68842 

68931 

49 

69020 

69108 

69197 

69285 

69373 

69461 

69548 

69636 

69723 

69810 

50 

69897 

69984 

70070 

70157 

70243 

70329 

70415 

70501 

70586 

70672 

51 

70757 

70842 

70927 

71012 

71096 

71181 

71265 

71349 

71433 

71517 

52 

71600 

71684 

71767 

71850 

71933 

72016 

72099 

72181 

72263 

72346 

53 

72428 

72509 

72591 

72673 

72754 

72835 

72916 

72997 

73078 

73159 

54 

73239 

73320 

73400 

73480 

73560 

73640 

73719 

73799 

73878 

73957 

CAMBRIA  STEEL.  423 


LOGARITHMS  OF  NUMBERS,  FROM  0 TO  IQOO 

(continued.) 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

55 

74036 

74115 

74194 

74273 

74351 

74429 

74507 

74586 

74663 

74741 

56 

74819 

74896 

74974 

75051 

75128 

75205 

75282 

75358 

75435 

75511 

57 

75587 

75664 

75740 

75815 

75891 

75967 

76042 

76118 

76193 

76268 

58 

76343 

76418 

76492 

76567 

76641 

76716 

76790 

76864- 

76938 

77012 

59 

77085 

77159 

77232 

77305 

77379 

77452 

77525 

77597 

77670 

77743 

60 

77815 

77887 

77960 

78032 

78104 

78176 

78247 

78319 

78390 

78462 

61 

78533 

78604 

78675 

78746 

78817 

78888 

78958 

79b29 

79099 

79169 

62 

79239 

79309 

79379 

79449 

79518 

79588 

79657 

79727 

79796 

79865 

63 

79934 

80003 

80072 

80140 

80209 

80277 

80346 

80414 

80482 

80550 

64 

80618 

80686 

80754 

80821 

80889 

80956 

81023 

81090. 

81158 

81224 

65 

81291 

81358 

81425 

81491 

81558 

81624 

81690 

81757 

81823 

81889 

66 

81954 

82020 

82086 

82151 

82217 

82282 

82347 

82413 

82478 

82543 

67 

82607 

82672 

82737 

82802 

82866 

82930 

82995 

83059 

83123 

83187 

68 

83251 

83315 

83378 

83442 

83506 

83569 

83632 

83696 

83759 

83822 

69 

83885 

83948 

84011 

84073 

84136 

84198 

84261 

84323 

84386 

84448 

70 

84510 

84572 

84634 

84696 

84757 

84819 

84880 

84942 

85003 

85065 

71 

85126 

85187 

85248 

85309 

85370 

85431 

85491 

85552 

85612 

85673 

72 

85733 

85794 

85854 

85914 

85974 

86034 

86094 

86153 

86213 

86273 

73 

86332 

86392 

86451 

86510 

86570 

86629 

86688 

86747 

86806 

86864 

74 

86923 

86982 

87040 

87099 

87157 

87216 

87274 

87332 

87390 

87448 

75 

87506 

87564 

87622 

87680 

87737 

87795 

87852 

87910 

87967 

88024 

76 

88081 

88138 

88196 

88252 

88309 

88366 

88423 

88480 

88536 

88593 

77 

88649 

88705 

88762 

88818 

88874 

88930 

88986 

89042 

89098 

89154 

78 

89209 

89265 

89321 

89376 

89432 

89487 

89542 

89597 

89653- 

89708 

79 

89763 

89818 

89873 

89927 

89982 

90037 

90091 

90146 

90200 

90255 

80 

90309 

90363 

9d417 

90472 

90526 

90580 

90634 

90687 

90741 

90795 

81 

90849 

90902 

90956 

91009 

91062 

91116 

91169 

91222 

91275 

91328 

82 

91381 

91434 

91487 

91540 

91593 

91645 

91698 

91751 

91803 

91855 

83 

91908 

91960 

92012 

92065 

92117 

92169 

92221 

92273 

92324 

92376 

84 

92428 

92480 

92531 

92583 

92634 

92686 

92737 

92788 

92840 

92891 

85 

92942 

92993 

93044 

93095 

93146 

93197 

93247 

93298 

93349 

93399 

86 

93450 

93500 

93551 

93601 

93651 

93702 

93752 

93802 

93852 

93902 

87 

93952 

94002 

94052 

94101 

94151 

94201 

94250 

94300 

94349 

94399 

88 

94448 

94498 

94547 

94596 

94645 

94694 

94743 

94792 

94841 

94890, 

89 

94939 

94988 

95036 

95085 

95134 

95182 

95231 

95279 

95328 

95376 

90 

95424 

95472 

95521 

95569 

95617 

95665 

95713 

95761 

95809 

95856 

91 

95904 

95952 

95999 

96047 

96095 

96142 

96190 

96237 

96284 

96332 

,92 

96379 

96426 

96473 

96520 

96567 

96614 

96661 

96708 

96755 

96802 

93 

96848 

96895 

96942 

96988 

97035 

97081 

97128 

97174 

97220 

97267 

94 

97313 

97359 

97405 

97451 

97497 

97543 

97589 

97635 

97681 

97727 

95 

97772 

97818 

97864 

97909 

97955 

98000 

98046 

98091 

98137 

98182 

96 

98227 

98272 

98318 

98363 

98408 

98453 

98498 

98543 

98588 

98632 

97 

98677 

98722 

98767 

98811 

98856 

98900 

98945 

98989 

99034 

99078 

98 

99123 

99167 

99211 

99255 

993C0 

99344 

99388 

99432 

99476 

99520 

99 

99564 

99607 

99651 

99695 

99739 

99782 

99826 

99870 

99913 

99957 

424  CAMBRIA  STEEL. 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

Sine. 

Cosecant. 

Tangent. 

Cotangent 

Secant 

Cosine. 

/ 

o 

0 

0 

.000000 

Infinite. 

.000000 

Infinite. 

1.00000 

1.000000 

0 

90 

10 

.002909 

343.77516 

.002909 

343.77371 

1.00000 

.999996 

50 

20 

.005818 

171.88831 

.005818 

171.88540 

1.00002 

.999983 

40 

30 

.008727 

114.59301 

.008727 

114.58865 

1.00004 

.999962 

30 

40 

.011635 

85.945609 

.011636 

85.939791 

1.00007 

.999932 

20 

50 

.014544 

68.757360 

.014545 

68.750087 

1.00011 

.999894 

10 

1 

0 

.017452 

57.298688 

.017455 

57.289962 

1.00015 

.999848 

0 

89 

10 

.020361 

49.114062 

.020365 

49.103881 

1.00021 

.999793 

50 

20 

.023269 

42.975713 

.023275 

42.964077 

1.00027 

.999729 

40 

30 

.026177 

38.201550 

.026186 

38.188459 

1.00034 

.999657 

30 

40 

.029085 

34.382316 

.029097 

34.367771 

1.00042 

.999577 

20 

50 

.031992 

31.257577 

.032009 

31.241577 

1.00051 

.999488 

10 

2 

0 

.034899 

28.653708 

.034921 

/ 

28.636253 

1.00061 

.999391 

0 

88 

10 

.037806 

26.450510 

.037834 

26.431600 

1.00072 

.999285 

50 

20 

.040713 

24.562123 

.040747 

24.541758 

1.00083 

.999171 

40 

30 

.043619 

22.925586 

.043661 

22.903766 

1.00095 

.999048 

30 

40 

.046525 

21.493676 

.046576 

21.470401 

1.00108 

.998917 

20 

50 

.049431 

20.230284 

.049491 

20.205553 

1.00122 

.998778 

10 

3 

0 

.052336 

19.107323 

.052408 

19.081137 

1.00137 

.998630 

0 

87 

10 

.055241 

18.102619 

.055325 

18.074977 

1.00153 

.998473 

50 

20 

.058145 

17.198434 

.058243 

17.169337 

1.00169 

.998308 

40 

30 

.061049 

16.380408 

.061163 

16.349855 

1.00187 

.998135 

30 

40 

.063952 

15.636793 

. .064083 

15.604784 

1.00205 

.997953 

20 

50 

.066854 

14.957882 

.067004 

14.924417 

1.00224 

.997763 

10 

4 

0 

.069756 

14.335587 

.069927 

14.300666 

1.00244 

.997564 

0 

86 

10 

.072658 

13.763115 

.072851 

13.726738 

1.00265 

.997357 

50 

20 

.075559 

13.234717 

.075776 

13.196888 

1.00287 

.997141 

40 

30 

.078459 

12.745495 

.078702 

12.706205 

1.00309 

.996917 

30 

40 

.081359 

12.291252 

.081629 

12.250505 

1.00333 

.996685 

20 

50 

.084258 

11.868370 

.084558 

11.826167 

1.00357 

.996444 

10 

5 

0 

.087156 

11.473713 

.087489 

11.430052 

1.00382 

.996195 

0 

85 

10 

.090053 

11.104549 

.090421 

11.059431 

1.00408 

.995937 

50 

20 

.092950 

10.758488 

.093354 

10.711913 

1.00435 

.995671 

40 

30 

.095846 

10.433431 

.096289 

10.385397 

1.00463 

.995396 

30 

40 

.098741 

10.127522 

.099226 

10.078031 

1.00491 

.995113 

20 

50. 

.101635 

9.8391227 

.102164 

9.7881782 

1.00521 

.994822 

10 

6 

0 

.104528 

9.5667722 

.105104 

9.5143645 

1.00551 

.994522 

0 

84 

10 

.107421 

9.3091699 

.108046 

9.2553035 

1.00582 

.994214 

50 

20 

.110313 

9.0651512 

.110990 

9.0098261 

1.00614 

.993897 

40 

83 

o 

f 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant 

Sine. 

/ 

o 

For  functions  from  83°-40'  to  90°  read  from  bottom  of  table  upward. 


CAMBBIA  STEEL.  425 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

t 

o 

6 

30 

.113203 

8.8336715 

.113936 

8.7768874 

1.00647 

.993572 

30 

40 

.116093 

8.6137901 

.116883 

8.5555468 

1.00681 

.993238 

20 

50 

.118982 

8.4045586 

.119833 

8.3449558 

1.00715 

.992896 

10 

7 

0 

.121869 

8.2055090 

.122785 

8.1443464 

1.00751 

.992546 

0 

88 

10 

.124756 

8.0156450 

.125738 

7.^530224 

1.00787 

.992187 

50 

20 

.127642 

7.8344335 

.128694 

7.7703506 

1.00825 

.991820 

40 

30 

.130526 

7.6612976 

.131653 

7.5957541 

1.00863 

.991445 

30 

40 

.133410 

7.4957100 

.134613 

7.4287064 

1.00902 

.991061 

20 

50 

.136292 

7.3371909 

.137576 

7.2687255 

1.00942 

.990669 

10 

8 

0 

.139173 

7.1852965 

.140541 

7.1153697 

1.00983 

.990268 

0 

82 

10 

.142053 

7.0396220 

.143508  . 

6.9682335 

1.01024 

.989859 

50 

20 

.144932 

6.8997942 

.146478 

6.8269437 

1.01067 

.989442 

40 

30 

.147809 

6.7654691 

.149451 

6.6911562 

1.01111 

.989016 

30 

40 

.150686 

6.6363293 

.152426 

6.5605538 

1.01155 

.988582 

20 

50 

.153561 

6.5120812 

.155404 

6.4348428 

1.01200 

.988139 

10 

9 

0 

.156434 

6.3924532 

.158384  " 

6.3137515 

1.0r247 

.987688 

0 

81 

10 

.159307 

6.2771933 

.161368 

6.1970279 

1.01294 

.987229 

50 

20 

.162178 

6.1660674 

.164354 

6.0844381 

1.01342 

.986762 

40 

30 

.165048 

6.0588583 

.167343 

5.9757644 

1.01391 

.986286 

30 

40 

.167916 

5.9553625 

.170334 

5.8708042 

1X)1440 

.985801 

20 

50 

.170783 

5.8553921 

.173329 

5.7693688 

1.01491 

.985309 

10 

10 

0 

.173648 

5.7587705 

.176327 

5.6712818 

*1.01543 

.984808 

0 

80 

10 

.176512 

5.6653331 

.179328 

5.5763786 

1.01595 

.984298 

50 

20 

.179375 

5.5749258 

.182332 

5.4845052 

1.01649 

.983781 

40 

30 

.182236 

5.4874043 

.185339 

5.3955172 

1.01703 

.983255 

30 

40 

.185095 

5.4026333 

.188359 

5.3092793 

1.01758 

.982721 

20 

50 

.187953 

5.3204860 

.191363 

5.2256647 

1.01815 

.982178 

10 

11 

0 

.190809 

5.2408431 

.194380 

5.1445540 

1.01872 

.981627 

0 

79 

10 

.193664 

5.1635924 

.197401 

5.0658352 

1.01930 

.981068 

50 

20 

.196517 

5.0886284 

.200425 

4.9894027 

1.01989 

.980500 

40 

30 

.199368 

5.0158517 

.203452 

4.9151570 

1.02049 

.979925 

30 

40 

.202218 

4.9451687 

.206483 

4.8430045 

1.02110 

.979341 

20 

50 

.205065 

4.8764907 

.209518 

4.7728568 

1.02171 

.978748 

10 

12 

0 

.207912 

4.8097343 

.212557 

4.7046301 

1.02234 

.978148 

0 

78 

10 

.210756 

4.7448206 

.215599 

4.6382457 

1.02298 

.977539 

50 

20 

.213599 

4.6816748 

.218645 

4.5736287 

1.02362 

.976921 

40 

30 

.216440 

4.6202263 

.221695 

4.5107085 

1.02428 

.976296 

30 

40 

.219279 

4.5604080 

.224748 

4.4494181 

1.02494 

.975662 

20 

50 

.222116 

4.5021565 

.227806 

4.3896940 

1.02562 

.975020 

10 

77 

o 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

o 

For  functions  from  77°-10'  to  83°-30'  read  from  bottom  of  table  upward. 


426  CAMBBIA  STEEL. 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

f 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

13 

0 

.224951 

4.4454115 

.230868 

4.3314759 

1.02630 

.974370 

0 

77 

10 

.227784 

4.3901158 

.233934 

4.2747066 

1.02700 

.973712 

50 

20 

.230616 

4.3362150 

.237004 

4.2193318 

1.02770 

.973045 

40 

30 

.233445 

4.2836576 

.240079 

4.1652998 

1.02842 

.972370 

30 

40 

.236273 

4.2323943 

.243158 

4.1125614 

1.02914 

.971687 

20 

50 

.239098 

4.1823785 

.246241 

4.0610700 

1.02987 

.970995 

10 

14 

0 

.241922 

4.1335655 

.249328 

4.0107809 

1.03061 

.970296 

0 

76 

10 

.244743 

4.0859130 

.252420 

3.9616518 

1.03137 

.969588 

50 

20 

.247563 

4.0393804 

.255517 

3.9136420 

1.03213 

.968872 

40 

30 

.250380 

3.9939292 

.258618 

3.8667131 

1.03290 

.968148 

30 

40 

.253195 

3.9495224 

.261723 

3.8208281 

1.03368 

.967415 

20 

50 

.256008 

3.9061250 

.264834 

3.7759519 

1.03447 

.966675 

10 

15 

0 

.258819 

3.8637033 

.267949 

3.7320508 

1.03528 

.965926 

0 

75 

10 

.261628 

3.8222251 

.271069 

3.6890927 

1.03609 

.965169 

50 

20 

.264434 

3.7816596 

.274195 

3.6470467 

1.03691 

.964404 

40 

30 

.267238 

3.7419775 

.277325 

3.6058835 

1.03774 

.963630 

30 

40 

.270040 

3.7031506 

.280460 

3.5655749 

1.03858 

.962849 

20 

50 

.272840 

3.6651518 

.283600 

3.5260938 

1.03944 

.962059 

10 

16 

0 

.275637 

3.6279553 

.286745 

3.4874144 

1.04030 

.961262 

0 

74 

10 

.278432 

3.5915363 

.289896 

3.4495120 

1.04117 

.960456 

50 

20 

.281225 

3.5558710 

.293052 

3.4123626 

1.04206 

.959642 

40 

30 

.284015 

3.5209365 

.296214 

3.3759434 

1.04295 

.958820 

30 

40 

.286803 

3.4867110 

.299380 

3.3402326 

1.04385 

.957990 

20 

50 

.289589 

3.4531735 

.302553 

3.3052091 

1.04477 

.957151 

10 

17 

0 

.292372 

3.4203036 

.305731 

3.2708526 

1.04569 

.956305 

. 0 

73 

10 

.295152 

3.3880820 

.308914 

3.2371438 

1.04663 

.955450 

50 

20 

.297930 

3.3564900 

.312104 

3.2040638 

1.04757 

.954588 

40 

30 

.300706 

3.3255095 

.315299 

3.1715948 

1.04853 

.953717 

30 

40 

.303479 

3.2951234 

.318500 

3.1397194 

1.04950 

.952838 

20 

50 

.306249 

3.2653149 

.321707 

3.1084210 

1.05047 

.951951 

10 

18 

0 

.309017 

3.2360680 

.324920 

3.0776835 

1.05146 

.951057 

0 

72 

10 

.311782 

3.2073673 

.328139 

3.0474915 

1.05246 

.950154 

50 

20 

.314545 

3.1791978 

.331364 

3.0178301 

1.05347 

.949243 

40 

30 

.317305 

3.1515453 

.334595 

2.9886850 

1.05449 

.948324 

30 

40 

.320062 

3.1243959 

.337833 

2.9600422 

1.05552 

.947397 

20 

50 

.322816 

3.0977363 

.341077 

2.9318885 

1.05657 

.946462 

10 

19 

0 

.325568 

3.0715535 

.344328 

2.9042109 

1.05762 

.945519 

0 

71 

10 

.328317 

3.0458352 

.347585 

2.8769970 

1.05869 

.944568 

50 

20 

.331063 

3.0205693 

.350848 

2.8502349 

1.05976 

.943609 

40 

70 

o 

/ 

Cosine. 

Secant, 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

o 

For  functions  from  70°-40'  to  77° -0'  read  from  bottom  of  table  upward. 


CAMBRIA  STEEIi.  427 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

o 

19 

30 

.333807 

2.9957443 

.354119 

2.8239129 

1.06085 

.942641 

30 

40 

.336547 

2.9713490 

.357396 

2.7980198 

1.06195 

.941666 

20 

50 

.339285 

2.9473724 

.360680 

2.7725448 

1.06306 

.940684 

10 

20 

0 

.342020 

2.9238044 

.363970 

2.7474774 

1.06418 

.939693 

0 

70 

10 

.344752 

2.9006346 

.367268 

2.7228076 

1.06531 

.938694 

50 

20 

.347481 

2.8778532 

.370573 

2.6985254 

1.06645 

.937687 

40 

30 

.350207 

2.8554510 

.373885 

2.6746215 

1.06761 

.936672 

30 

40 

.352931 

2.8334185 

.377204 

2.6510867 

1.06878 

.935650 

20 

50 

.355651 

2.8117471 

.380530 

2.6279121 

1.06995 

.934619 

10 

21 

0 

.358368 

2.7904281 

.383864 

2.6050891 

1.07115 

.933580 

0 

69 

10 

.361082 

2.7694532 

.387205 

2.5826094 

1.07235 

.932534 

50 

20 

.363793 

2.7488144 

.390554 

2.5604649 

1.07356 

.931480 

40 

30 

.366501 

2.7285038 

.393911 

2.5386479 

1.07479 

.930418 

30 

40 

.369206 

2.7085139 

.397275 

2.5171507 

1.07602 

.929348 

20 

50 

.371908 

2.6888374 

.400647 

2.4959661 

1.07727 

.928270 

10 

22 

0 

.374607 

2.6694672 

.404026 

2.4750869 

1.07853 

.927184 

0 

68 

10 

.377302 

2.6503962 

.407414 

2.4545061 

1.07981 

.926090 

50 

20 

.379994 

2.6316180 

.410810 

2.4342172 

1.08109 

.924989 

40 

30 

.382683 

2.6131259 

.414214 

2.4142136 

1.08239 

.923880 

30 

40 

.385369 

2.5949137 

.417626 

2.3944889 

1.08370 

.922762 

20 

50 

.388052 

2.5769753 

.421046 

2.3750372 

1.08503 

.921638 

10 

23 

0 

.390731 

2.5593047 

.424475 

2.3558524 

1.08636 

.920505 

0 

67 

10 

.393407 

2.5418961 

.427912 

2.3369287 

1.08771 

.919364 

50 

20 

.396080 

2.5247440 

.431358 

2.3182606 

1.08907 

.918216 

40 

30 

.398749 

2.5078428 

.434812 

2.2998425 

1.09044 

.917060 

30 

40 

.401415 

2.4911874 

.438276 

2.2816693 

1.09183 

.915896 

20 

50 

.404078 

2.4747726 

.441748 

2.2637357 

1.09323 

.914725 

10 

24 

0 

.406737 

2.4585933 

.445229 

2.2460368 

1.09464 

.913545 

0 

66 

10 

.409392 

2.4426448 

.448719 

2.2285676 

1.09606 

.912358 

50 

20 

.412045 

2.4269222 

.452218 

2.2113234. 

1.09750 

.911164 

40 

30 

.414693 

2.4114210 

.455726 

2.1942997 

1.09895 

.909961 

30 

40 

.417338 

2.3961367 

.459244 

2.1774920 

1.10041 

.908751 

20 

50 

.419980 

2.3810650 

.462771 

2.1608958 

1.10189 

.907533 

10 

25 

0 

.422618 

2.3662016 

.466308 

2.1445069 

1.10338 

.906308 

0 

65 

10 

.425253 

2.3515424 

.469854 

2.1283213 

1.10488 

.905075 

50 

20 

.427884 

2.3370833 

.473410 

2.1123348 

1.10640 

.903834 

40 

30 

.430511 

2.3228205 

.476976 

2.0965436 

1.10793 

.902585 

30 

40 

.433135  . 

2.3087501 

.480551 

2.0809438 

1.10947 

.901329 

20 

50 

.435755 

2.2948685 

.484137 

2.0655318 

1.11103 

.900065 

10 

64 

o 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

o 

For  functions  from  64®-10'  to  70®-30'  read  from  bottom  of  table  upward. 


428  CAMBRIA  STEEL. 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

f 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

f 

o 

26 

0 

.438371 

2.2811720 

.487733 

2.0503038 

1.11260 

.898794 

0 

64 

10 

.440984 

2.2676571 

.491339 

2.0352565 

1.11419 

.897515 

50 

20 

.443593 

2.2543204 

.494955 

2.0203862 

1.11579 

.896229 

40 

30 

.446198 

2.2411585 

.498582 

2.0056897 

1.11740 

.894934 

30 

40 

.448799 

2.2281681 

.502219 

1.9911637 

1.11903 

.893633 

20 

50 

.451397 

2.2153460 

.505867 

1.9768050 

1.12067 

.892323 

10 

27 

0 

.453990 

2.2026893 

.509525 

1.9626105 

1.12233 

.891007 

0 

63 

10 

.456580 

2.1901947 

.513195 

1.9485772 

1.12400 

.889682 

50 

20 

.459166 

2.1778595 

.516876 

1.9347020 

1.12568 

.888350 

40 

30 

.461749 

2.1656806 

.520567 

1.9209821 

1.12738 

.887011 

30 

40 

.464327 

2.1536553 

.524270 

1.9074147 

1.12911) 

.885664 

20 

50 

.466901 

2.1417808 

.527984 

1.8939971 

1.13083 

.884309 

10 

28 

0 

.469472 

2.1300545 

.531709 

1.8807265 

1.13257 

.882948 

0 

62 

10 

.472038 

2.1184737 

.535447 

1.8676003 

1.13433 

.881578 

50 

20 

.474600 

2.1070359 

.539195 

1.8546159 

1.13610 

.880201 

40 

30 

.477159 

2.0957385 

.542956 

1.8417708 

1.13789 

.878817 

30 

40 

.479713 

2.0845792 

.546/28 

1.8290628 

1.13970 

.877425 

20 

50 

.482263 

2.0735556 

.550515 

1.8164892 

1.14152 

.876026 

10 

29 

0 

.484810 

2.0626653 

.554309 

1.8040478 

1.14335 

.874620 

0 

61 

10 

.487352 

2.0519061 

.558118 

1.7917362 

1.14521 

.873206 

50 

20 

.489890 

2.0412757 

.561939 

1.7795524 

1.14707 

.871784 

40 

30 

.492424 

2.0307720 

.565773 

1.7674940 

1.14896 

.870356 

30 

40 

.494953 

2.0203929 

.569619 

1.7555590 

1.15085 

.868920 

20 

50 

.497479 

2.0101362 

.573478 

1.7437453 

1.15277 

.867476 

10 

30 

0 

.500000 

2.0000000 

.577350 

1.7320508 

1.15470 

.866025 

0 

60 

10 

.502517 

1.9899822 

.581235 

1.7204736 

1.15665 

.864567 

50 

20 

.505030 

1.9800810 

.585134 

1.7090116 

1.15861 

.863102 

40 

30 

.507538 

1.9702944 

.589045 

1.6976631 

1.16059 

.861629 

30 

40 

.510043 

1.9606206 

.592970 

1.6864261 

1.16259 

.860149 

20 

50 

.512543 

1.9510577 

.596908 

1.6752988 

1.16460 

.858662 

10 

31 

0 

.515038 

1.9416040 

.600861 

1.6642795 

1.16663 

.857167 

0 

59 

10 

.517529 

1.9322578 

.604827 

1.6533663 

1.16868 

.855665 

50 

20 

.520016 

1.9230173 

.608807 

1.6425576 

1.17075 

.854156 

40 

30 

.522499 

1.9138809 

.612801 

1.6318517 

1.17283 

.852640 

30 

40 

.524977 

1.9048469 

.616809 

1.6212469 

1.17493 

.851117 

20 

50 

.527450 

1.8959138 

.620832 

1.6107417 

1.17704 

.849586 

10 

32 

0 

.529919 

1.8870799 

.624869 

1.6003345 

1.17918 

.848048 

0 

58 

10 

.532384 

1.8783438 

.628921 

1.5900238 

1.18133 

.846503 

50 

20 

.534844 

1.8697040 

.632988 

1.5798079 

1.18350 

.844951 

40 

57 

o 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

f 

o 

For  functions  from  57°-40'  to  64°-0'  read  from  bottom  of  table  upward. 


CAMBKIA  STEEL.  429 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

f 

o 

82 

30 

.537300 

1.8611590 

.637070 

1.5696856 

1.18569 

.843391 

30 

40 

.539751 

1.8527073 

.641167 

1.5596552 

1.18790 

.841825 

20 

50 

.542197 

1.8443476 

.645280 

1.5497155 

1.19012 

.840251 

10 

83 

0 

.544639 

1.8360785 

.649408 

1.5398650 

1.19236 

.838671 

0 

57 

10 

.547076 

1.8278985 

.653551 

1.5301025 

1.19463 

.837083 

50 

20 

.549509 

1.8198065 

.657710 

1.5204261 

1.19691 

.835488 

40 

30 

.551937 

1.8118010 

.661886 

1.5108352 

1.19920 

.833886 

30 

40 

.554360 

1.8038809 

.666077 

1.5013282 

1.20152 

.832277 

20 

50 

.556779 

1.7960449 

.670285 

1.4919039 

1.20386 

.830661 

10 

84 

0 

.559193 

1.7882916 

.674509 

1.4825610 

1.20622 

.829038 

0 

56 

10 

.561602 

1.7806201 

.678749 

1.4732983 

1.20859 

.827407 

50 

20 

.564007 

1.7730290 

.683007 

1.4641147 

1.21099 

.825770 

40 

30 

.566406 

1.7655173 

.687281 

1.4550090 

1.21341 

.824126 

30 

40 

.568801 

1.7580837 

.691573 

1.4459801 

1.21584 

.822475 

20 

50 

.571191 

1.7507273 

.695881 

1.4370268 

1.21830 

.820817 

10 

85 

0 

.573576 

1.7434468 

.700208 

1.4281480 

1.22077 

.819152 

0 

55 

10 

.575957 

1.7362413 

.704552 

1.4193427 

1.22327 

.817480 

50 

20 

.578332 

1.7291096 

.708913 

1.4106098 

1.22579 

.815801 

40 

30 

.580703 

1.7220508 

.713293 

1.4019483 

1.22833 

.814116 

30 

40 

.583069 

1.7150639 

.717691 

1.3933571 

1.23089 

.812423 

20 

50 

.585429 

1.7081478 

.722108 

1.3848355 

1.23347 

.810723 

10 

86 

0 

.587785 

1.7013016 

.726543 

1.3763810 

1.23607 

.809017 

0 

54 

10 

.590136 

1.6945244 

.730996 

1.3679959 

1.23869 

.807304 

50 

20 

.592482 

1.6878151 

.735469 

1.3596764 

1.24134 

.805584 

40 

30 

.594823 

1.6811730 

.739961 

1.3514224 

1.24400 

.803857 

30 

40 

.597159 

1.6745970 

.744472 

1.3432331 

1.24669 

.802123 

20 

50 

.599489 

1.6680864 

.749003 

1.3351075 

1.24940 

.800383 

10 

87 

0 

.601815 

1.6616401 

.753554 

1.3270448 

1.25214 

.798636 

0 

53 

10 

.604136 

1.6552575 

.758125 

1.3190441 

1.25489 

.796882 

50 

20 

.606451 

1.6489376 

.762716 

1.3111046 

1.25767 

.795121 

40 

30 

.608761 

1.6426796 

.767327 

1.3032254 

1.26047 

.793353 

30 

40 

.611067 

1.6364828 

.771959 

1.2954057 

1.26330 

.791579 

20 

50 

.613367 

1.6303462 

.776612 

1.2876447 

1.26615 

.789798 

10 

88 

0 

.615661 

1.6242692 

.781286 

1.2799416 

1.26902 

.788011 

0 

52 

10 

.617951 

1.6182510 

.785981 

1.2722957 

1.27191 

.786217 

50 

20 

.620235 

1.6122908 

.790698 

1.2647062 

1.27483 

.784416 

40 

30 

.622515 

1.6063879 

.795436 

1.2571723 

1.27778 

.782608 

30 

40 

.624789 

1.6005416 

.800196 

1.2496933 

1.28075 

.780794 

20 

50 

.627057 

1.5947511 

.804979 

1.2422685 

1.28374 

.778973 

10 

51 

o 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

o 

For  functions  from  to  57°-30'  read  from  bottom  of  table  upward. 


430  CAMBKIA  STEEL. 


NATURAL  SINES,  COSECANTS, 
TANGENTS,  ETC. 


o 

/ 

Siae. 

Cosecant 

Tangent 

Cotangent 

Secant 

Cosine. 

/ 

o 

39 

0 

.629320 

1.5890157 

.809784 

1.2348972 

1.28676 

.777146 

0 

51 

10 

.631578 

1.5833318 

.814612 

1.2275786 

1.28980 

.775312 

50 

20 

.633831 

1.5777077 

.819463 

1.2203121 

1.29287 

.773472 

40 

30 

.636078 

1.5721337 

.824336 

1.2130970 

1.29597 

.771625 

30 

40 

.638320 

1.5666121 

.829234 

1.2059327 

1.29909 

.769771 

20 

50 

.640557 

1.5611424 

.834155 

1.1988184 

1.30223 

.767911 

10 

40 

0 

.642788 

1.5557238 

.839100 

1.1917536 

1.30541 

.766044 

0 

50 

10 

.645013 

1.5503558 

.844069 

1.1847376 

1.30861 

.764171 

50 

20 

.647233 

1.5450378 

.849062 

1.1777698 

1.31183 

.762292 

40 

30 

.649448 

1.5397690 

.854081 

1.1708496 

1.31509 

.760406 

30 

40 

.651657 

1.5345491 

.859124 

1.1639763 

1.31837 

.758514 

20 

50 

.653861 

1.5293773 

.864193 

1.1571495 

1.32168 

.756615 

10 

41 

0 

.656059 

1.5242531 

.869287 

1.1503684 

1.32501 

.754710 

0 

49 

10 

.658252 

1.5191759 

.874407 

1.1436326 

1.32838 

.752798 

50 

20 

.660439 

1.514*1452 

.879553 

1.1369414 

1.33177 

.750880 

40 

30 

.662620 

1.5091605 

.884725 

1.1302944 

1.33519 

.748956 

30 

40 

.664796 

1.5042211 

.889924 

1.1236909 

1.33864 

.747025 

20 

50 

.666966 

1.4993267 

.895151 

1171305 

1.34212 

.745088 

10 

42 

0 

.669131 

1.4944765 

.900404 

1.1106125 

1.34563 

.743145 

0 

48 

10 

.671289 

1.4896703 

.905685 

1.1041365 

1.34917 

.741195 

50 

20 

.673443 

1.4849073 

.910994 

1.0977020 

1.35274 

.739239 

40 

30 

.675590 

1.4801872 

.916331 

1.0913085 

1.35634 

.737277 

30 

40 

.677732 

1.4755095 

.921697 

1.0849554 

1.35997 

.735309 

20 

50 

.679868 

1.4708736 

.927091 

1.0786423 

1.36363 

.733335 

10 

43 

0 

.681998 

1.4662792 

.932515 

1.0723687 

1.36733 

, .731354 

0 

47 

10 

.684123 

1.4617257 

.937968 

1.0661341 

1.37105 

.729367 

50 

20 

.686242 

1.4572127 

.943451 

1.0599381 

1.37481 

.727374 

40 

30 

.688355 

1.4527397 

.948965 

1.0537801 

1.37860 

.725374 

30 

40 

.690462 

1.4483063 

.954508 

1.0476598 

1.38242 

.723369 

20 

50 

.692563 

1.4439120 

.960083 

1.0415767 

1.38628 

.721357 

10 

44 

0 

.694658 

1.4395565 

.965689 

1.0355303 

1.39016 

.719340 

0 

46 

10 

.696748 

1.4352393 

.971326 

1.0295203 

1.39409 

.717316 

50 

20 

.698832 

1.4309602 

.976996 

1.0235461 

1.39804 

.715286 

40 

30 

.700909 

1.4267182 

.982697 

1.0176074 

1.40203 

.713251 

30 

40 

.702981 

1.4225134 

.988432 

1.0117088 

1.40606 

.711209 

20 

50 

.705047 

1.4183454 

.994199 

1.0058348 

1.41012 

.709161 

10 

45 

0 

.707107 

1.4142136 

1.000000 

1.0000000 

1.41421 

.707107 

0 

45 

o 

f 

Cosine. 

Secant 

Cotangent. 

Tangent 

Cosecant. 

Sine. 

/ 

p 

For  functions  from  45°-0'  to  51°-0'  read  from  bottom  of  table  upward. 


CAMBRIA  STEEL.  431 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

1 

1 

1 

1.0000000 

1.0000000 

1.000000000 

2 

4 

8 

1.4142136 

1.2599210 

.500000000 

3 

9 

27 

1.7320508 

1.4422496 

.333333333 

4 

16 

64 

2.0000000 

1.5874011 

.250000000 

5 

25 

125 

2.2360680 

1.7099759 

.200000000 

6 

36 

216 

2.4494897 

1.8171206 

^.166666667 

' 7 

49 

343 

2.6457513 

1.9129312 

.142857143 

8 

64 

512 

2.8284271 

2.0000000 

.125000000 

9 

81 

729 

3.0000000 

2.0800837 

.111111111 

10 

100 

1000 

3.1622777 

2.1544347  ' 

.100000000 

11 

121 

1331 

3.3166248 

2.2239801 

.090909091 

12 

144 

1728 

3.4641016 

2.2894286 

.083333333 

13 

169 

2197 

3.6055513 

2.3513347 

.076923077 

14 

196 

2744 

3.7416574 

2.4101422 

.071428571 

15 

225 

3375 

3.8729833 

2.4662121 

.066666667 

16 

256 

4096 

4.0000000 

2.5198421 

.06,2500000 

17 

289 

4913 

4.1231056 

2.5712816 

.058823529 

18 

324 

5832 

4.2426407 

2.6207414 

.055555556 

19 

361 

6859 

4.3588989 

2.6684016 

.052631579 

20 

400 

8000 

4.4721360 

2.7144177 

.050000000 

21 

441 

9261 

4.5825757 ' 

2.7589243 

.047619048 

22 

484 

10648 

4.6904158 

2.8020393 

.045454545 

23 

529 

12167 

4.7958315 

2.8438670 

.043478261 

24 

576 

13824 

4.8989795 

2.8844991 

.041666667 

25 

625 

15625 

5.0000000 

2.9240177 

.040000000 

26 

676 

17576 

5.0990195 

2.9624960 

.038461538 

27 

729 

19683 

5.1961524 

3.0000000 

.037037037 

28 

784 

21952 

5.2915026 

3.0365889 

.035714286 

29 

841 

24389 

5.3851648 

3.0723168 

.034482759 

30 

900 

27000 

5.4772256 

3.1072325 

.033333333 

31 

961 

29791 

5.5677644 

3.1413806 

.032258065 

32 

1024 

32768 

5.6568542 

3.1748021 

.031250000 

33 

1089 

35937 

5.7445626 

3.2075343 

.030303030 

34 

1156 

39304 

5.8309519 

3.2396118 

.029411765 

35 

1225 

42875 

5.9160798 

3.2710663 

.028571429 

36 

1296 

46656 

6.0000000 

3.3019272 

.027777778 

37 

1369 

50653 

6.0827625 

3.3322218 

.027027027 

38 

1444 

54872 

6.1644140 

3.3619754 

.026315789 

39 

1521 

59319 

6.2449980 

3.3912114 

.025641026 

40 

1600 

64000 

6.3245553 

3.4199519 

.025000000 

41 

1681 

68921 

6.4031242 

3.4482172 

.024390244 

42 

1764 

74088 

6.4807407 

3.4760266 

.023809524 

43 

1849 

79507 

6.5574385 

3.5033981 

023255814 

44 

1936 

85184 

6.6332496 

3.5303483 

.022727273 

45 

2025, 

91125 

6.7082039 

3.5568933 

.022222222 

46 

2116 

97336 

6.7823300 

3.5830479 

.021739130 

47 

2209 

103823 

6.8556546 

3.6088261 

.021276596 

48 

2304 

110592 

6.9282032 

3.6342411 

.020833333 

49 

2401 

117649 

70000000 

3.6593057 

.020408163 

50 

2500 

125000 

7.0710678 

3.6840314 

.020000000 

51 

2601 

132651 

' 7.1414284 

3.7084298 

.019607843 

52 

2704 

140608 

7.2111026 

3.7325111 

.019230769 

53 

2809 

148877 

7.2801099 

3.7562858 

.018867925 

54 

2916 

157464 

7.3484692 

3.7797631 

.018518519 

55 

3025 

166375 

7.4161985 

3.8029525 

018181818 

56 

3136 

175616 

7.4833148 

3.8258624 

.017857143 

57 

3249 

185193 

7.5498344 

3.8485011 

.017543860 

58 

3364 

195112 

7.6157731 

3.8708766 

.017241379 

59 

3481 

205379 

7.6811457 

3.8929965 

.016949153 

432  CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

60 

3600 

216000 

7.7459667 

3.9148676 

.016666667 

61 

3721 

226981 

7.8102497 

3.9364972 

.016393443 

62 

3844 

238328 

7.8740079 

3.9578915 

.016129032 

63 

3969 

250047 

7.9372539 

3.9790571 

.015873016 

64 

4096 

262144 

8.0000000 

4.0000000 

.015625000 

65 

4225 

274625 

8.0622577 

4.0207256 

.015384615 

66 

4356 

287496 

8.1240384 

4.0412401 

.015151515 

67 

4489 

300763 

8.1853528 

4.0615480 

.014925373* 

68 

4624 

314432 

8.2462113 

4.0816551 

.014705882 

69 

4761 

328509 

8.3006239 

4.1015661 

.014492754 

70 

4900 

343000 

8.3666003 

4.1212853 

.014285714 

71 

5041 

357911 

8.4261498 

4.1408178 

.014084507 

72 

5184 

373248 

8.4852814 

4.1601676 

.013888889 

73 

5329 

389017 

8.5440037 

4.1793390 

.013698630 

74 

5476 

405224 

8.6023253 

4.1983364 

.013513514 

75 

5625 

421875 

8.6602540 

4.2171633 

.013333333 

76 

5776 

438976 

8.7177979 

4.2358236 

.013157895 

77 

5929 

456533 

8.7749644 

4.2543210 

.012987013 

78 

6084 

474552 

8.8317609 

4.2726586 

.012820513 

79 

6241 

493039 

8.8881944 

4.2908404 

.012658228 

80 

6400 

512000 

8.9442719 

4.3088695 

.012500000 

81 

6561 

531441 

9.0000000 

4.3267487 

.012345679 

82 

6724 

551368 

9.0553851 

4.3444815 

.012195122 

83 

6889 

571787 

9.1104336 

4.3620707 

.012048193 

84 

7056 

592704 

9.1651514 

4.3795191 

.011904762 

85 

7225 

614125 

9.2195445 

4.3968296 

.011764706 

86 

7396 

636056 

9.2736185 

4.4140049 

.011627907 

87 

7569 

658503 

9.3273791 

4.4310476 

.011494253 

88 

7744 

681472 

9.3808315 

4.4479602 

.011363636 

89 

7921 

704969 

9.4339811 

4.4647451 

.011235955 

90 

8100 

729000 

9.4868330 

4.4814047 

.011111111 

91 

8281 

753571 

9.5393920 

4.4979414 

.010989011 

92 

8464 

778688 

9.5916630 

4 5143574 

.010869565 

93 

8649 

804357 

9.6436508 

4.5306549 

.010752688 

94 

8836 

830584 

9.6953597 

4.5468359 

.010638298 

95 

9025 

857375 

9.7467943 

4.5629026 

.010526316 

96 

9216 

884736 

9.7979590 

4.5788570 

.010416667 

97 

9409 

912673 

9.8488578 

4.5947009 

.010309278 

98 

9604 

941192 

9.8994949 

4.6104363 

.010204082 

99 

9801 

970299 

9.9498744 

4.6260650 

.010101010 

100 

10000 

1000000 

10.0000000 

4.6415888 

.010000000 

101 

10201 

1030301 

10.0498756 

4.6570095 

.009900990 

102 

10404 

1061208 

10.0995049 

4.6723287 

.009803922 

103 

10609 

1092727 

10.1488916 

4.6875482 

.009708738 

104 

10816 

1124864 

10.1980390 

4.7026694 

.009615385 

105 

11025 

1157625 

10.2469508 

4.7176940 

.009523810 

106 

11236 

1191016 

10.2956301 

4.7326235 

.009433962 

107 

11449 

1225043 

10.3440804 

4.7474594 

.009345794 

108 

11664 

1259712 

10.3923048 

4.7622032 

.009259259 

109 

11881 

1295029 

10.4403065 

4.7768562 

.009174312 

110 

12100 

1331000 

10.4880885 

4.7914199 

.009090909 

111 

12321 

1367631 

10.5356538 

4.8058955 

.009009009 

112 

12544 

1404928 

10.5830052 

4.8202845 

.008928571 

113 

12769 

1442897 

10.6301458 

4.8345881 

.008849558 

114 

12996 

1481544 

10.6770783 

4.8488076 

.008771930 

115 

13225 

1520875 

10.7238053 

4.8629442 

.008695652 

116 

13456 

1560896 

10.7703296 

4.8769990 

.008620690 

117 

13689 

1601613 

10.8166538 

4.8909732 

.008547009 

118 

13924 

1643032 

10.8627805 

4.9048681 

.008474576 

119 

14161 

1685159 

10.9087121 

4.9186847 

.008403361 

CAMBKIA  STEEL.  433 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Spares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

120 

14400 

1728000 

10.9544512 

4.9324242 

.008333333 

121 

14641 

1771561 

11.0000000 

4.9460874 

.008264463 

122 

14884 

1815848 

11.0453610 

4.9596757 

.008196721 

123 

15129 

1860867 

11.0905365 

4.9731898 

.008130081 

124 

15376 

1906624 

11.1355287 

4.9866310 

.008064516 

125 

15625 

1953125 

11.1803399 

5.0000000 

.008000000 

126 

15876 

2000376 

11.2249722 

5.0132979 

.007936508 

127 

16129 

2048383 

11.2694277 

5.0265257 

.007874016 

128 

16384 

2097152 

11.3137085 

5.0396842 

.007812500 

129 

16641 

2146689 

11.3578167 

5.0527743 

.007751938 

130 

16900 

2197000 

11.4017543 

5.0657970 

.007692308 

131 

17161 

22^*8091 

11.4455231 

5.0787531 

.007633588 

132 

17424 

2299968 

11.4891253 

5.0916434 

.007575758 

133 

17689 

2352637 

11.5325626 

5.1044687 

.007518797 

134 

17956 

2406104 

11.5758369 

5.1172299 

.007462687 

135 

18225 

2460375 

11.6189500 

5.1299278 

.007407407 

136 

18496 

2515456 

11.6619038 

5.1425632 

.007352941 

137 

18769 

2571353 

11.7046999 

5.1551367 

.007299270 

138 

19044 

2628072 

11.7473401 

5.1676493 

.007246377 

139 

19321 

2685619 

11.7898261 

5.1801015 

.007194245 

140 

19600 

2744000 

11.8321596 

5.1924941 

.007142857 

141 

19881 

2803221 

11.8743421 

5.2048279 

.007092199 

142 

20164 

2863288 

11.9163753 

5.2171034 

.007042254 

143 

20449 

2924207 

11.9582607 

5.2293215 

.006993007 

144 

20736 

2985984 

12.0000000 

5.2414828 

.006944444 

145 

21025 

3048625 

12.0415946 

5.2535879 

.006896552 

146 

21316 

3112136 

12.0830460 

5.2656374 

.006849315 

147 

21609 

3176523 

12.1243557 

5.2776321 

.006802721 

148 

21904 

3241792 

12.1655251 

5.2895725 

.006756757 

149 

22201 

3307949 

12.2065556 

5.3014592 

.006711409 

150 

22500 

3375000 

12.2474487 

5.3132928 

.006666667 

151 

22801 

3442951 

12.2882057 

5.3250740 

.006622517 

152 

23104 

3511808 

12.3288280 

5.3368033 

.006578947 

153 

23409 

3581577 

12.3693169 

5 3484812 

.006535948 

154 

23716 

3652264 

12.4096736 

5.3601084 

.006493506 

155 

24025 

3723875 

12.4498996 

5.3716854 

.006451613 

156 

24336 

3796416 

12.4899960 

5.3832126 

.006410256 

157 

24649 

3869893 

12.5299641 

5.3946907 

.006369427 

158 

24964 

3944312 

12.5698051 

5.4061202 

.006329114 

159 

25281 

4019679 

12.6095202 

5.4175015 

.006289308 

160 

25600 

4096000 

12.6491106 

5.4288352 

.006250000 

161 

25921 

4173281 

12.6885775 

5.4401218 

.006211180 

162 

26244 

4251528 

12.7279221 

5.4513618 

.006172840 

163 

26569 

4330747 

12.7671453 

5.4625556 

.006134969 

164 

26896 

4410944 

12.8062485 

5.4737037 

.006097561 

165 

27225 

4492125 

12.8452326 

5.4848066 

.006060606 

166 

27556 

4574296 

12.8840987 

5.4958647 

.006024096 

167 

27889 

4657463 

12.9228480 

5.5068784 

.005988024 

168 

28224 

4741632 

12.9814814 

5.5178484 

.005952381 

169 

28561 

4826809 

13.0000000 

5.5287748 

.005917160 

170 

28900 

4913000 

13.0384048 

5.5396583 

.005882353 

171 

29241 

5000211 

13.0766968 

5.5504991 

.005847953 

172 

29584 

5088448 

13.1148770 

5.5612978 

.005813953 

173 

29929 

5177717 

13.1529464 

5.5720546 

.005780347 

174 

30276 

5268024 

13.1909060 

5.5827702 

.005747126 

175 

30625 

5359375 

13.2287566 

5.5934447 

.005714286 

176 

30976 

5451776 

13.2664992 

5.6040787 

.005681818 

177 

31329 

5545233 

13.3041347 

5.6146724 

.005649718 

178 

31684 

5639752 

13.3416641 

5.6252263 

.005617978 

179 

32041 

5735339 

13.3790882 

5.6357408 

.005586592 

434  CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

180 

32400 

5832000 

13.4164079 

5.6462162 

.005555556 

181 

32761 

5929741 

13.4536240 

5.6566528 

.005524862 

182 

33124 

6028568 

13.4907376 

5.6670511 

.005494505 

183 

33489 

6128487 

13.5277493 

5.6774114 

.005464481 

184 

33856 

6229504 

13.5646600 

5.6877340 

.005434783 

185 

34225 

6331625 

13.6014705 

5.6980192 

.005405405 

186 

34596 

6434856 

13.6381817 

5.7082675 

.005376344 

187 

34969 

6539203 

13.6747943 

5.7184791 

.005347594 

188 

35344 

6644672 

13.7113092 

5.7286543 

.005319149 

189 

35721 

6751269 

13.7477271 

5.7387936 

.005291005 

190 

36100 

6859000 

13.7840488 

5.7488971 

.005263158 

191 

36481 

6967871 

13.8202750 

5.7589652 

.005235602 

192 

36864 

7077888 

13.8564065 

5.7689982 

.005208333 

193 

37249 

7189057 

13.8924440 

5.7789966 

.005181347 

194 

37636 

7301384 

13.9283883 

5.7889604 

.005154639 

195 

38025 

7414875 

13.9642400 

5.7988900 

.005128205 

196 

38416 

7529536 

14.0000000 

5.8087857 

.005102041 

197 

38809 

7645373 

14.0356688 

5.8186479 

.005076142 

198 

39204 

7762392 

14.0712473 

5.8284767 

.005050505 

199 

39601 

7880599 

14.1067360 

5.8382725 

.005025126 

200 

40000 

8000000 

14.1421356 

5.8480355 

.005000000 

201 

40401 

8120601 

14.1774469 

5.8577660 

.004975124 

202 

40804 

8242408 

14.2126704 

5.8674643 

.004950495 

203 

41209 

8365427 

14.2478068 

5.8771307 

.004926108 

204 

41616 

8489664 

14.2828569 

5.8867653 

.004901961 

205 

42025 

8615125 

14.3178211 

5.8963685 

.004878049 

206 

42436 

8741816 

14.3527001 

5.9059406 

.004854369 

207 

42849 

8869743 

14.3874946 

5.9154817 

.004830918 

208 

43264 

8998912 

14.4222051 

5.9249921 

.004807692 

209 

43681 

9129329 

14.4568323 

5.9344721 

.004784689 

210 

44100 

9261000 

14.4913767 

5.9439220 

.004761905 

211 

44521 

9393931 

14.5258390 

5.9533418 

.004739336 

212 

44944 

9528128 

14.5602198 

5.9627320 

.004716981 

213 

45369 

9663597 

14.5945195 

5.9720926 

.004694836 

214 

45796 

9800344 

14.6287388 

5.9814240 

.004672897 

215 

46225 

9938375 

14.6628783 

5.9907264 

.004651163 

216 

46656 

10077696 

14.6969385 

6.0000000 

.004629630 

217 

47089 

10218313 

14.7309199 

6.0092450 

.004608295 

218 

47524 

10360232 

14.7648231 

6.0184617 

.004587156 

219 

47961 

10503459 

14.7986486 

6.0276.502 

.004566210 

220 

48400 

10648000 

14.8323970 

6.0368107 

.004545455 

221 

48841 

10793861 

14.8660687 

6.0459435 

.004524887 

222 

49284 

10941048 

14.8996644 

6.0550489 

.004504505 

223 

49729 

11089567 

14.9331845 

6.0641270 

.004484305 

224 

50176 

11239424 

14.9666295 

6.0731779 

.004464286 

225 

50625 

11390625 

15.0000000 

6.0822020 

.004444444 

226 

51076 

11543176 

15.0332964 

6.0911994 

.004424779 

227 

51529 

11697083 

15.0665192 

6.1001702 

.004405286 

228 

51984 

11852352 

15.0996689 

6.1091147 

.004385965 

229 

52441 

12008989 

15.1327460 

6.1180332 

.004366812 

230 

52900 

12167000 

15.1657509 

6.1269257 

.004347826 

231 

53361 

12326391 

15.1986842 

6.1357924 

.004329004 

232 

53824 

12487168 

15.2315462 

6.1446337 

.004310345 

233 

54289 

12649337 

15.2643375 

6.1534495 

.004291845 

234 

54756 

12812904 

15.2970585 

6.1622401 

.004273504 

235 

55225 

12977875 

15.3297097 

6.1710058 

.004255319 

236 

55696 

13144256 

15.3622915 

6.1797466 

.004237288 

237 

56169 

13312053 

15.3948043 

6.1884628 

.004219409 

238 

56644 

13481272 

15.4272486 

6.1971544 

.004201681 

239 

57121 

13651919 

15.4596248 

6.2058218 

.004184100 

CAMBRIA  STEEL.  485 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

240 

57600 

13824000 

15.4919334 

6.2144650 

.004166667 

241 

58081 

13997521 

15.5241747 

6.2230843 

.004149378 

242 

58564 

14172488 

15.5563492 

6.2316797 

.004132231 

243 

59049 

14348907 

15.5884573 

6.2402515 

.004115226 

244 

59536 

14526784 

15.6204994 

6.2487998 

.004098361 

245 

60025 

14706125 

15.6524758 

6.2573248 

.004081633 

246 

60516 

14886936 

15.6843871 

6.2658266 

.004065041 

247 

61009 

15069223 

15.7162336 

6.2743054 

.004048583 

248 

61504 

15252992 

15.7480157 

6.2827613 

.004032258 

249 

62001 

15438249 

15.7797338 

6.2911946 

c004016064 

250 

62500 

15625000 

15.8113883 

6.2996053 

.004000000 

251 

63001 

15813251 

15.8429795 

6.3079935 

.003984064 

252 

63504 

16003008 

15.8745079 

6.3163596 

.003968254 

253 

64009 

16194277 

15.9059737 

6.3247035 

.003952569 

254 

64516 

16387064 

15.9373775 

6.3330256 

.003937008 

255 

65025 

16581375 

15.9687194 

6.3413257 

.003921569 

256 

65536 

16777216 

16.0000000 

6.3496042 

.003906250 

257 

66049 

16974593 

16.0312195 

6.3578611 

.003891051 

258 

66564 

17173512 

16.0623784 

6.3660968 

.003875969 

259 

67081 

17373979 

16.0934769 

6.3743111 

.003861004 

260 

67600 

17576000 

16.1245155 

6.3825043 

.003846154 

261 

68121 

17779581 

16.1554944 

6.3906765 

.003831418 

262 

68644 

17984728 

16.1864141 

6.3988279 

.003816794 

263 

69169 

18191447 

16.2172747 

6.4069585 

.003802281 

264 

69696 

18399744 

16.2480768 

6.4150687 

.003787879 

265 

70225 

18609625 

16.2788206 

6.4231583 

.003773585 

266 

70756 

18821096 

16.3095064 

6.4312276 

.003759398 

267 

71289 

19034163 

16.3401346 

6.4392767 

.003745318 

268 

71824 

19248832 

16.3707055 

6.4473057 

.003731343 

269 

72361 

19465109 

16.4012195 

6.4553148 

.003717472 

270 

72900 

19683000 

16.1316767 

6.4633041 

.003703704 

271 

73441 

19902511 

16.4620776 

6.4712736 

.003690037 

272 

73984 

20123648 

16.4924225 

6.4792236 

.003676471 

273 

74529 

20346417 

16.5227116 

6.4871541 

.003663004 

274 

75076 

20570824 

16.5529454 

6.4950653 

.003649635 

275 

75625 

20796875 

16.5831240 

6.5029572 

.003636364 

276 

76176 

21024576 

16.6132477 

6.5108300 

.003623188 

277 

76729 

21253933 

16.6433170 

6.5186839 

.003610108  ' 

278 

77284 

21484952 

16.6733320 

6.5265189 

.003597122 

279 

77841 

21717639 

16.7032931 

6.5343351 

.003584229 

280 

78400 

21952000 

16.7332005 

6.5421326 

.003571429 

281 

78961 

22188041 

16.7630546 

6.5499116 

003558719 

282 

79524 

22425768 

16.7928556 

6.5576722 

.003546099 

283 

80089 

22665187 

16.8226038 

6.5654144 

003533569 

284 

80656 

22906304 

16.8522995 

6.5731385 

.003521127 

285 

81225 

23149125 

16.8819430 

6.5808443 

.003508772 

286 

81796 

23393656 

16.9115345 

6.5885323 

.003496503 

287 

82369 

23639903 

16.9410743 

6.5962023 

.003484321 

288 

82944 

23887872 

16.9705627 

6.6038545 

.003472222 

289 

83521 

24137569 

17.0000000 

6.6114890 

.003460208 

290 

84100 

24389000 

17.0293864 

6.6191060 

.003448276 

291 

84681 

24642171 

17.0587221 

6.6267054 

.003436426 

292 

85264 

24897088 

17.0880075 

6.6342874 

.003424658 

293 

85849 

25153757 

17.1172428 

6.6418522 

.003412969 

294 

86436 

25412184 

17.1464282 

6.6493998 

.003401361 

295 

87025 

25672375 

17.1755640 

6.6569302 

.003389831 

296 

87616 

25934836 

17.2046505 

6.6644437 

.003378378 

297 

88209 

26198073 

17.2336879 

6.6719403 

.003367003 

298 

88804 

26463592 

17.2626765 

6.6794200 

.003355705 

299 

89401 

26730899 

17.2916165 

6.6868831 

.003344482 

436  CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

300 

90000 

27000000 

17.3205081 

6.6943295 

.003333333 

301 

90601 

27270901 

17.3493516 

6.7017593 

.003322259 

302 

91204 

27543608 

17.3781472 

6.7091729 

.003311258 

303 

91809 

27818127 

17.4068952 

6.7165700 

.003300330 

304 

92416 

28094464 

17.4355958 

6.7239508 

.003289474 

305 

93025 

28372625 

17.4642492 

6.7313155 

.003278689 

306 

93636 

28652616 

17.4928557 

6.7386641 

.003267974 

307 

94249 

28934443 

17.5214155 

6.7459967 

.003257329 

308 

94864 

29218112 

17.5499288 

6.7533134 

.003246753 

309 

95481 

29503629 

17.5783958 

6.7606143 

.003236246 

310 

96100 

29791000 

17.6068169 

6.7678995 

.003225806 

311 

96721 

30080231 

17.6351921 

6.7751690 

.003215434 

312 

97344 

30371328 

17.6635217 

6.7824229 

.003205128 

313 

97969 

30664297 

17.6918060 

6.7896613 

.003194888 

314 

98596 

30959144 

17.7200451 

6.7968844 

.003184713 

315 

99225 

31255875 

17.7482393 

6.8040921 

.003174603 

316 

99856 

31554496 

17.7763888 

6.8112847 

.003164557 

317 

100489 

31855013 

17.8044938 

6.8184620 

.003154574 

318 

101124 

32157432 

17.8325545 

6.8256242 

.003144654 

319 

101761 

32461759 

17.8605711 

6.8327714 

.003134796 

320 

102400 

32768000 

17.8885438 

6.8399037 

.003125000 

321 

103041 

33076161 

17.9164729 

6.8470213 

.003115265 

322 

103684 

33386248 

17.9443584 

6.8541240 

.003105590 

323 

104329 

33698267 

17.9722008 

6.8612120 

.003095975 

324 

104976 

34012224 

18.0000000 

6.8682855 

.003086420 

325 

105625 

34328125 

18.0277564 

6.8753443 

.003076923 

326 

106276 

34645976 

18.0554701 

6.8823888 

.003067485 

327 

' 106929 

34965783 

18.0831413 

6.8894188 

.003058104 

328 

107584 

35287552 

18.1107703 

6.8964345 

.003048780 

329 

108241 

35611289 

18.1383571 

6.9034359 

.003039514 

330 

108900 

35937000 

18.1659021 

6.9104232 

.003030303 

331 

109561 

36264691 

18.1934054 

6.9173964 

.003021148 

332 

110224 

36594368 

18.2208672 

6.9243556 

.003012048 

333 

110889 

36926037 

18.2482876 

6.9313008 

.003003003 

334 

111556 

37259704 

18.2756669 

6.9382321 

.002994012 

335 

112225 

37595375 

18.3030052 

6.9451496 

.002985075 

336 

112896 

37933056 

18.3303028 

6.9520533 

.002976190 

337 

113569 

38272753 

18.3575598 

6.9589434 

.002967359 

338 

114244 

38614472 

18.3847763 

6.9658198 

.002958580 

339 

114921 

38958219 

18.4119526 

6.9726826 

.002949853 

340 

115600 

39304000 

18.4390889 

6.9795321 

.002941176 

341 

116281 

39651821 

18.4661853 

6.9863681 

.002932551 

342 

116964 

40001688 

18.4932420 

6.9931906 

.002923977 

343 

117649 

40353607 

18.5202592 

7.0000000 

.002915452 

344 

118336 

40707584 

18.5472370 

7.0067962 

.002906977 

345 

119025 

41063625 

18.5741756 

7.0135791 

.002898551 

346 

119716 

41421736 

18.6010752 

7.0203490 

.002890173 

347 

120409 

41781923 

18.6279360 

7.0271058 

.002881844 

348 

121104 

42144192 

18.6547581 

7.0338497 

.002873563 

349 

121801 

42508549 

18.6815417 

7.0405806 

.002865330 

350 

122500 

42875000 

18.7082869 

7.0472987 

.002857143 

351 

123201 

43243551 

18.7349940 

7.0540041 

.002849003 

352 

123904 

43614208 

18.7616630 

7.0606967 

.002840909 

353 

124609 

43986977 

18.7882942 

7.0673767 

.002832861 

354 

125316 

44361864 

18.8148877 

7.0740440 

.002824859 

355 

126025 

44738875 

18.8414437 

7.0806988 

.002816901 

356 

126736 

45118016 

18.8679623 

7.0873411 

.002808989 

357 

127449 

45499293 

18.8944436 

7.0939709 

.002801120 

358 

128164 

45882712 

18.9208879 

7.1005885 

.002793296 

359 

128881 

46268279 

18.9472953 

7.1071937 

.002785515 

CAMBBIA  STEEL.  437 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

360 

129600 

46656000 

18.9736660 

7.1137866 

.002777778 

361 

130321 

47045881 

19.0000000 

7.1203674 

.002770083 

362 

131044 

47437928 

19.0262976 

7.1269360 

.002762431 

363 

131769 

47832147 

19.0525589 

7.1334925 

.002754821 

364 

132496 

48228544 

19.0787840 

7.1400370 

.002747253 

365 

133225 

48627125 

19.1049732 

7.1465695 

.002739726 

366 

133956 

49027896 

19.1311265 

7.1530901 

.002732240 

367 

134689 

49430863 

19.1572441 

7.1595988 

.002724796 

368 

135424 

49836032 

19.1833261 

7.1660957 

.002717391 

369 

136161 

50243409 

19.2093727 

7.1725809 

.002710027 

370 

136900 

50653000 

19.2353841 

7.1790544 

.002702703 

371 

137641 

51064811 

19.2613603 

7.1855162 

.002695418 

372 

138384 

51478848 

19.2873015 

7.1919663 

.002688172 

373 

139129 

51895117 

19.3132079 

7.1984050 

.002680965 

374 

139876 

52313624 

19.3390796 

7.2048322 

.002673797 

375 

140625 

52734375 

19.3649167 

7.2112479 

.002666667 

376 

141376 

53157376 

19.3907194 

7.2176522 

.002659574 

377 

142129 

53582633 

19.4164878 

7.2240450 

.002652520 

378 

142884 

54010152 

19.4422221 

7.2304268 

.002645503 

379 

143641 

54439939 

19.4679223 

7.2367972 

.002638522 

380 

144400 

54872000 

19.4935887 

7.2431565 

.002631579 

381 

145161 

55306341 

19.5192213 

7.2495045 

.002624672 

382 

145924 

55742968 

19.5448203 

7.2558415 

.002617801 

383 

146689 

56181887 

19.5703858 

7.2621675 

.002610966 

384 

147456 

56623104 

19.5959179 

7.2684824 

.002604167 

385 

148225 

57066625 

19.6214169 

7.2747864 

.002597403 

386 

148996 

57512456 

19.6468827 

7.2810794 

.002590674 

387 

149769 

57960603 

19.6723156 

7 2873617 

.002583979 

388 

150544 

58411072 

19.6977156 

7.2936330 

.002577320 

389 

151321 

58863869 

19.7230829 

7.2998936 

.002570694 

390 

152100 

59319000 

19.7484177 

7.3061436 

.002564103 

391 

152881 

59776471 

19.7737199 

7.3123828 

.002557545 

392 

153664 

60236288 

19.7989899 

7.3186114 

.002551020 

393 

154449 

60698457 

19.8242276 

7.3248295 

.002544529 

394 

155236 

61162984 

19.8494332 

7.3310369 

.002538071 

395 

156025 

61629875 

19.8746069 

7.3372339 

.002531646 

396 

156816 

62099136 

19.8997487 

7.3434205 

.002525253 

397 

157609 

62570773 

19.9248588 

7.3495966 

002518892 

398 

158404 

63044792 

19.9499373 

7.3557624 

.002512563 

399 

159201 

63521199 

19.9749844 

7.3619178 

.002506266 

400 

160000 

64000000 

20.0000000 

7.3680630 

.002500000 

401 

160801 

64481201 

20.0249844 

7.3741979 

.002493766 

402 

161604 

64964808 

20.0499377 

7.3803227 

.002487562 

403 

162409 

65450827 

20.0748599 

7.3864373 

.002481390 

404 

163216 

65939264 

20.0997512 

7.3925418 

.002475248 

405 

164025 

66430125 

20.1246118 

7.3986363 

.002469136 

406 

164836 

66923416 

20.1494417 

7.4047206 

.002463054 

407 

165649 

67419143 

20.1742410 

7.4107950 

.002457002 

408 

166464 

67917312 

20.1990099 

7.4168595 

.002450980 

409 

167281 

68417929 

20.2237484 

7.4229142 

.002444988 

410 

168100 

68921000 

20.2484567 

7.4289589 

.002439024 

411 

168921 

69426531 

20.2731349 

7.4349938 

.002433090 

412 

169744 

69934528 

20.2977831 

7.4410189 

.002427184 

413 

170569 

70444997 

20.3224014 

7.4470342 

.002421308 

414 

171396 

70957944 

20.3469899 

7.4530399 

.002415459 

415 

172225 

71473375 

20.3715488 

7.4590359 

.002409639' 

416 

173056 

71991296 

20.3960781 

7.4650223 

.002403846 

417 

173889 

72511713 

20.4205779 

7.4709991  ' 

.002398082 

418 

174724 

73034632 

20.4450483 

7.4769664 

.002392344 

419 

175561 

73560059 

20.4694895 

7.4829242 

.002386635 

438  CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

420 

176400 

74088000  1 

20.4939015 

7.4888724 

.002380952 

421 

177241 

74618461  1 

20.5182845 

7.4948113 

.002375297 

422 

178084 

75151448 

20.5426386 

7.5007406 

.002369668 

423 

178929 

75686967 

20.5669638 

7.5066607 

.002364066 

424 

179776 

76225024 

20.5912603 

7.5125715 

.002358491 

425 

180625 

76765625 

20.6155281 

7.5184730 

.002352941 

426 

181476 

77308776 

20.6397674 

7.5243652 

.002347418 

427 

182329 

77854483 

20.6639783 

7.5302482 

.002341920 

428 

183184 

78402752 

20.6881609 

7.5361221 

.002336449 

429 

184041 

78953589 

20.7123152 

7.5419867 

.002331002 

430 

184900 

79507000 

^0.7364414 

7.5478423 

.002325581 

431 

185761 

80062991 

20.7605395 

7.5536888 

.002320186 

432 

186624 

80621568 

20.7846097 

7.5595263 

.002314815 

433 

187489 

81182737 

20.8086520 

7.5653548 

.002309469 

434 

188356 

81746504 

20.8326667 

7.5711743 

.002304147 

435 

189225 

82312875 

20.8566536 

7.5769849 

.002298851 

436 

190096 

82881856 

20.8806130 

7.5827865 

.002293578 

437 

190969 

83453453 

20.9045450 

7.5885793 

.002288330 

438 

191844 

84027672 

20.9284495 

7.5943633 

.002283105 

439 

192721 

84604519 

20.9523268 

7.6001385 

.002277904 

440 

193600 

85184000 

20.9761770 

7.6059049 

.002272727 

441 

194481 

85766121 

21.0000000 

7.6116626 

.002267574 

442 

195364 

86350888 

21.0237960 

7.6174116 

.002262443 

443 

196249 

86938307 

21.0475652 

7.6231519 

.002257336 

444 

197136 

87528384 

21.0713075 

7.6288837 

.002252252 

445 

198025 

88121125 

21.0950231 

7.6346067 

.002247191 

446 

198916 

88716536 

21.1187121 

7.6403213 

.002242152 

447 

199809 

89314623 

21.1423745 

7.6460272 

.002237136 

448 

200704 

89915392 

21.1660105 

7.6517247 

.002232143 

449 

201601 

90518849 

21.1896201 

7.6574138 

.002227171 

450 

202500 

91125000 

21.2132034 

7.6630943 

.002222222 

451 

203401 

91733851 

21.2367606 

7.6687665 

.002217295 

452 

204304 

92345408 

21.2602916 

7.6744303 

.002212389 

453 

205209 

92959677 

21.2837967 

7.6800857 

.002207506 

454 

206116 

93576664 

21.3072758 

7.6857328 

.002202643 

455 

207025 

94196375 

21.3307290 

7.6913717 

.002197802 

456 

207936 

94818816 

21.3541565 

7.6970023 

.002192982 

457 

208849 

95443993 

21.3775583 

7.7026246 

.002188184 

458 

209764 

96071912 

21.4009346 

7.7082388 

.002183406 

459 

210681 

96702579 

21.4242853 

7.7138448 

.002178649 

460 

211600 

97336000 

21.4476106 

7.7194426 

.002173913 

461 

212521 

97972181 

21.4709106 

7.7250325 

.002169197 

462 

213444 

98611128 

21.4941853 

7.7306141 

.002164502 

463 

214369 

99252847 

21.5174348 

7.7361877 

.002159827 

464 

215296 

99897344 

21.5406592 

7.7417532 

.002155172 

465 

216225 

100544625 

21.5638587 

7.7473109 

.002150538 

466 

217156 

101194696 

21.5870331 

7.7528606 

.002145923 

467 

218089 

101847563 

21.6101828 

7.7584023 

.002141328 

468 

219024 

102503232 

21.6333077 

7.7639361 

.002136752 

469 

219961 

103161709 

21.6564078 

7.7694620 

.002132196 

470 

220900 

103823000 

21.6794834 

7.7749801 

.002127660 

471 

221841 

104487111 

21.7025344 

7.7804904 

.002123142 

472 

222784 

105154048 

21.7255610 

7.7859928 

.002118644 

473 

223729 

105823817 

21.7485632 

7.7914875 

.002114165 

474 

224676 

106496424 

21.7715411 

7.7969745 

.002109705 

475 

225625 

107171875 

21.7944947 

7.8024538 

.002105263 

476 

226576 

107850176 

21.8174242 

7.8079254 

.002100840 

477 

227529 

108531333 

21.8403297 

7.8133892 

.002096436 

478 

228484 

109215352 

21.8632111 

7.8188456 

.002092050 

479 

229441 

109902239 

21.8860686 

7.8242942 

.002087683 

CAMBKIA  STEEL.  439 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

480 

230400 

110592000 

21.9089023 

7.8297353 

.002083333 

481 

231361 

111284641 

21.9317122 

7.8351688 

.002079002 

482 

232324 

111980168 

21.9544984 

7.8405949 

.002074689 

483 

233289 

112678587 

21.9772610 

7.8460134 

.002070393 

484 

234256 

113379904 

22.0000000 

7.8514244 

.002066116 

485 

235225 

114084125 

22.0227155 

7.8568281 

.002061856 

486 

236196 

114791256 

22.0454077 

7.8622242 

.002057613 

487 

237169 

115501303 

22.0680765 

7.8676130 

.002053388 

488 

238144 

116214272 

22.0907220 

7.8729944 

.002049180 

489 

239121 

116930169 

22.1133444 

7.8783684 

.002044990 

490 

240100 

117649000 

22.1359436 

7.8837352 

.002040816 

491 

241081 

118370771 

22.1585198 

7.8890946 

.002036660 

492 

242064 

119095488 

22.1810730 

7.8944468 

.002032520 

493 

243049 

119823157 

22.2036033 

7.8997917 

.002028398 

494 

244036 

120553784 

22.2261108 

7.9051294 

.002024291 

495 

246025 

121287375 

22.2485955 

7.9104599 

.002020202 

496 

246016 

122023936 

22.2710575 

7.9157832 

.002016129 

497 

247009 

122763473 

22.2934968 

7.9210994 

.002012072 

498 

248004 

123505992 

22.3159136 

7.9264085 

.002008032 

499 

249001 

124251499 

22.3383079 

7.9317104 

.002004008 

500 

250000 

125000000 

22.3606798 

7.9370053 

. .002000000 

501 

251001 

125751501 

22.3830293 

7.9422931 

.001996008 

502 

252004 

126506008 

22.4053565 

7.9475739 

.001992032 

503 

253009 

127263527 

22.4276615 

7.9528477 

.001988072 

504 

254016 

128024064 

22.4499443 

7.9581144 

.001984127 

505 

255025 

128787625 

22.4722051 

7.9633743 

.001980198 

506 

256036 

129554216 

22.4944438 

7.9686271 

.001976285 

507 

257049 

130323843 

22.5166605 

7.9738731 

.001972387 

508 

258064 

131096512 

22.5388553 

7.9791122 

.001968504 

509 

259081 

131872229 

22.5610283 

7.9843444 

.001964637 

510 

260100 

132651000 

22.5831796 

7.9895697 

.001960784 

511 

261121 

133432831 

22.6053091 

7.9947883 

.001956947 

512 

262144 

134217728 

22.6274170 

8.0000000 

.001953125 

513 

263169 

135005697 

22.6495033 

8.0052049 

.001949318 

514 

264196 

135796744 

22.6715681 

8.0104032 

.001945525 

515 

265225 

136590875 

22.6936114 

8.0155946 

.001941748 

516 

266256 

137388096 

22.7156334 

8.0207794 

.001937984 

517 

267289 

138188413 

22.7376340 

8.0259574 

.001934236 

518 

268324 

138991832 

22.7596134 

8.0311287 

.001930502 

519 

269361 

139798359 

22.7815715 

8.0362935 

.001926782 

520 

270400 

140608000 

22.8035085 

8.0414515 

.001923077 

521 

271441 

141420761 

22.8254244 

8.0466030 

.001919386 

522 

272484 

142236648 

22.8473193 

8.0517479 

.001915709 

523 

273529 

143055667 

22.8691933 

8.0568862 

.001912046 

524 

274576 

143877824 

22.8910463 

8.0620180 

.001908397 

525 

275625 

144703125 

22.9128785 

8.0671432 

.001904762 

526 

276676 

145531576 

22.9346899 

8.0722620 

.001901141 

527 

277729 

146363183 

22.9564806 

8.0773743 

.001897533 

528 

278784 

147197952 

22.9782506 

8.0824800 

.001893939 

529 

279841 

148035889 

23.0000000 

8.0875794 

.001890359 

530 

280900 

148877000 

23.0217289 

8.0926723 

.001886792 

531 

281961 

149721291 

23.0434372 

8.0977589 

.001883239 

532 

283024 

150568768 

23.0651252 

8.1028390 

.001879699 

533 

284089 

151419437 

23.0867928 

8.1079128 

.001876173 

534 

285156 

152273304 

23.1084400 

8.1129803 

.001872659 

535 

286225 

153130375 

23.1300670 

8.1180414 

.001869159 

536 

287296 

153990656 

23.1516738 

8.1230962 

.001865672 

537 

288369 

154854153 

23.1732605 

8.1281447 

.001862197 

538 

289444 

155720872 

23.1948270 

8.1331870 

.001858736 

539 

290521 

156590819 

23.2163735 

8.1382230 

.001855288 

440  CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

540 

291600 

157464000 

23.2379001 

8.1432529 

.001851852 

541 

292681 

158340421 

23.2594067 

8.1482765 

.001848429 

542 

293764 

159220088 

23.2808935 

8.1532939 

.001845018 

543 

294849 

160103007 

23.3023604 

8.1583051 

.001841621 

544 

295936 

160989184 

23.3238076 

8.1633102 

.001838235 

545 

297025 

161878625 

23.3452351 

8.1683092 

.001834862 

546 

298116 

162771336 

23.3666429 

8.1733020 

.001831502 

547 

299209 

163667323 

23.3880311 

8.1782888 

.001828154 

548 

300304 

164566592 

23.4093998 

8.1832695 

.001824818 

549 

301401 

165469149 

23.4307490 

8.1882441 

.001821494 

550 

302500 

166375000 

23.4520788 

8.1932127 

.001818182 

551 

303601 

167284151 

23.4733892 

8.1981753 

.001814882 

552 

304704 

168196608 

23.4946802 

8.2031319 

.001811594 

553 

305809 

169112377 

23.5159520 

8.2080825 

.001808318 

554 

306916 

170031464 

23.5372046 

8.2130271 

.001805054 

555 

308025 

170953875 

23.5584380 

8.2179657 

.001801802 

556 

309136 

171879616 

23.5796522 

8.2228985 

.001798561 

557 

310249 

172808693 

23.6008474 

8.2278254 

.001795332 

558 

311364 

173741112 

23.6220236 

8.2327463 

.001792115 

559 

312481 

174676879 

23.6431808 

8.2376614 

.001788909 

560 

313600 

175616000 

23.6643191 

8.2425706 

.001785714 

561 

314721 

176558481 

23.6854386 

8.2474740 

.001782531 

562 

315844 

177504328 

23.7065392 

8.2523715 

.001779359 

563 

316969 

178453547 

23.7276210 

8.2572633 

.001776199 

564 

318096 

179406144 

23.7486842 

8.2621492 

.001773050 

565 

319225 

180362125 

23.7697286 

8.2670294 

.001769912 

566 

320356 

181321496 

23.7907545 

8.2719039 

.001766784 

567 

321489 

182284263 

23.8117618 

8.2767726 

.001763668 

568 

322624 

183250432 

23.8327506 

8.2816355 

.001760563 

569 

323761 

184220009 

23.8537209 

8.2864928 

.001757469 

570 

324900 

185193000 

23.8746728 

8.2913444 

.001754386 

571 

326041 

186169411 

23.8956063 

8.2961903 

.001751313 

572 

327184 

187149248 

23.9165215 

8.3010304 

.001748252 

573 

328329 

188132517 

23.9374184 

8.3058651 

.001745201 

574 

329476 

189119224 

23.9582971 

8.3106941 

.001742160 

575 

330625 

190109375 

23.9791576 

8.3155175 

.001739130 

576 

331776 

191102976 

24.0000000 

8.3203353 

.001736111 

577 

332929 

192100033 

24.0208243 

8.3251475 

.001733102 

578 

334084 

193100552 

24.0416306 

8.3299542 

.001730104 

579 

335241 

194104539 

24.0624188 

8.3347553 

.001727116 

580 

336400 

195112000 

24.0831891 

8.3395509 

.001724138 

581 

337561 

196122941 

24.1039416 

8.3443410 

.001721170 

582 

338724 

197137368 

24.1246762 

8.3491256 

.001718213 

583 

339889 

198155287 

24.1453929 

8.3539047 

.001715266 

584 

341056 

199176704 

24.1660919 

8.3586784 

.001712329 

585 

342225 

200201625 

24.1867732 

8.3634466 

.001709402 

586 

343396 

201230056 

24.2074369 

8.3682095 

.001706485 

587 

344569 

202262003 

24.2280829 

8.3729668 

.001703578 

588 

345744 

203297472 

24.2487113 

8.3777188 

.001700680 

589 

346921 

204336469 

24.2693222 

8.3824653 

.001697793 

590 

348100 

205379000 

24.2899156 

8.3872065 

.001694915 

591 

349281 

206425071 

24.3104916 

8.3919423 

.001692047 

592 

350464 

207474688 

24.3310501 

8.3966729 

.001689189 

593 

351649 

208527857 

24.3515913 

8.4013981 

.001686341 

594 

352836 

209584584 

24.3721152 

8.4061180 

.001683502 

595 

354025 

210644875 

24.3926218 

8.4108326 

.001680672 

596 

355216 

211708736 

24.4131112 

8.4155419 

.001677852 

597 

356409 

212776173 

24.4335834 

8.4202460 

.001675042 

598 

357604 

213847192 

24.4540385 

8.4249448 

.001672241 

599 

358801 

214921799 

24.4744765 

8.4296383 

.001669449 

CAMBRIA  STEEL.  441 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

600 

360000 

216000000 

24.4948974 

8.4343267 

.001666667 

601 

361201 

217081801 

24.5153013 

8.4390098 

.001663894 

602 

362404 

218167208 

24.5356883 

8.4436877 

.001661130 

603 

363609 

219256227 

24.5560583 

8.4483605 

.001658375 

604 

364816 

220348864 

24.5764115 

8.4530281 

.001655629 

605 

366025 

221445125 

24.5967478 

8.4576906 

.001652893 

606 

367236 

222545016 

24.6170673 

8.4623479 

.001650165 

607 

368449 

223648543 

24.6373700 

8.4670001 

.001647446 

608 

369664 

224755712 

24.6576560 

8.4716471 

.001644737 

609 

370881 

225866529 

24.6779254 

8.4762892 

.001642036 

610 

372100 

226981000 

24.6981781 

8.4809261 

.001639344 

611 

373321 

228099131 

24.7184142 

8.4855579 

.001636661 

612 

374544 

229220928 

24.7386338 

8.4901848 

.001633987 

613 

375769 

230346397 

24.7588368 

8.4948065 

.001631321 

614 

376996 

231475544 

24.7790234 

8.4994233 

.001628664 

615 

378225 

232608375 

24.7991935 

8.5040350 

.001626016 

616 

379456 

233744896 

24.8193473 

8.5086417 

.001623377 

617 

380689 

234885113 

24.8394847 

8.5132435 

.001620746 

618 

381924 

236029032 

24.8596058 

8.5178403 

.001618123 

619 

383161 

237176659 

24.8797106 

8.5224321 

.001615509 

620 

384400 

238328000 

24.8997992 

8.5270189 

.001612903 

621 

385641 

239483061 

24.9198716 

8.5316009 

.0016103^ 

622 

386884 

240641848 

24.9399278 

8.5361780 

.001607717 

623 

388129 

241804367 

24.9599679 

8.5407501 

.001605136 

624 

389376 

242970624 

24.9799920 

8.5453173 

.001602564 

625 

390625 

244140625 

25.0000000 

8.5498797 

.001600000 

626 

391876 

245314376 

25.0199920 

8.5544372 

.001597444 

627 

393129 

246491883 

25.0399681 

8.5589899 

.001594896 

628 

394384 

247673152 

25.0599282 

8.5635377 

.001592357 

629 

395641 

248858189 

25.0798724 

8.5680807 

.001589825 

630 

396900 

250047000 

25.0998008 

8.5726189 

.001587302 

631 

398161 

251239591 

25.1197134 

8.5771523 

.001584786 

632 

399424 

252435968 

25.1396102 

8.5816809 

.001582278 

633 

400689 

253636137 

25.1594913 

8.5862047 

.001579779 

634 

401956 

254840104 

25.1793566 

8.5907238 

.001577287 

635 

403225 

256047875 

25.1992063 

8.5952380 

.001574803 

636 

404496 

257259456 

25.2190404 

8.5997476 

.001572327 

637 

405769 

258474853 

25.2388589 

8.6042525 

.001569859 

638 

407044 

259694072 

25.2586619 

8.6087526 

.001567398 

639 

408321 

260917119 

25.2784493 

8.6132480 

.001564945 

640 

409600 

262144000 

25.2982213 

8.6177388 

.001562500 

641 

410881 

263374721 

25.3179778 

8.6222248 

.001560062 

642 

412164 

264609288 

25.3377189 

8.6267063 

.001557632 

643 

413449 

265847707 

25.3574447 

8.6311830 

.001555210 

644 

414736 

267089984 

25.3771551 

8.6356551 

.001552795 

645 

416025 

268336125 

25.3968502 

8.6401226 

.001550388 

646 

417316 

269586136 

25.4165301 

8.6445855 

.001547988 

647 

418609 

270840023 

25.4361947 

8.6490437 

.001545595 

648 

419904 

272097792 

25.4558441 

8.6534974 

.001543210 

649 

421201 

273359449 

25.4754784 

8.6579465 

.001540832 

650 

422500 

274625000 

25.4950976 

8.6623911 

.001538462 

651 

423801 

275894451 

25.5147016 

8.6668310 

.001536098 

652 

425104 

277167808 

25.5342907 

8.6712665 

.001533742 

653 

426409 

278445077 

25.5538647 

8.6756974 

.001531394 

654 

427716 

279726264 

25.5734237 

8.6801237 

.001529052 

655 

429025 

281011375 

25.5929678 

8.6845456 

.001526718 

656 

430336 

282300416 

25.6124969 

8.6889630 

.001524390 

657 

431649 

283593393 

25.6320112 

8.6933759 

.001522070 

658 

432964 

284890312 

25.6515107 

8.6977843 

.001519757 

659 

434281 

286191179 

25.6709953 

8.7021882 

.001517451 

442  CAMBKIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

660 

435600 

287496000 

25.6904652 

8.7065877 

.001515152 

661 

436921 

288804781 

25.7099203 

8.7109827 

.001512859 

662 

438244 

290117528 

25.7293607 

8.7153734 

.001510574 

663 

439569 

291434247 

25.7487864 

8.7197596 

.001508296 

664 

440896 

292754944 

25.7681975 

8.7241414 

.001506024 

665 

442225 

294079625 

25.7875939 

8.7285187 

.001503759 

666 

443556 

295408296 

25.8069758 

8.7328918 

.001501502 

667 

444889 

296740963 

25.8263431 

8.7372604 

.001499250 

668 

446224 

298077632 

25.8456960 

8.7416246 

.001497006 

669 

447561 

299418309 

25.8650343 

8.7459846 

.001494768 

670 

448900 

300763000 

25.8843582 

8.7503401 

.001492537 

671 

450241 

302111711 

25.9036677 

8.7546913 

.001490313 

672 

451584 

303464448 

25.9229628 

8.7590383 

.001488095 

673 

452929 

304821217 

25  9422435 

8.7633809 

.001485884 

674 

454276  , 

306182024 

25.9615100 

8.7677192 

.001483680 

675 

455625 

307546875 

25.9807621 

8.7720532 

.001481481 

676 

456976 

308915776 

26.0000000 

8.7763830 

.001479290 

677 

458329 

310288733 

26.0192237 

8.7807084 

.001477105 

678 

459684 

311665752 

26.0384331 

8 7850293 

.001474926 

679 

461041 

313046839 

26.0576284 

8.7893466 

.001472754 

680 

462400 

314432000 

26.0768096 

8.7936593 

.001470588 

681 

463761 

315821241 

26.0959767 

8.7979679 

.001468429 

682 

465124 

317214568 

26.1151297 

8.8022721 

.001466276 

683 

466489 

318611987 

26.1342687 

8.8065722 

.001464129 

684 

467856 

320013504 

26.1533937 

8.8108681 

.001461988 

685 

469225 

321419125 

26.1725047 

8.8151598 

.001459854 

686 

470596 

322828856 

26.1916017 

8.8194474 

.001457726 

687 

471969 

324242703 

26.2106848 

8.8237307 

.001455604 

688 

473344 

325660672 

26.2297541 

8.8280099 

.001453488 

689 

474721 

327082769 

26.2488095 

8.8322850 

.001451379 

690 

476100 

328509000 

26.2678511 

8.8365559 

.001449275 

691 

477481 

329939371 

26.2868789 

8.8408227 

.001447178 

692 

478864 

331373888 

26.3058929 

8.8450854 

.001445087 

693 

480249 

332812557 

26.3248932 

8.8493440 

.001443001 

694 

481636 

334255384 

26.3438797 

8.8535985 

.001440922 

695 

483025 

335702375 

26.3628527 

8.8578489 

.001438849 

696 

484416 

337153536 

26.3818119 

8.8620952 

.001436782 

697 

485809 

338608873 

26.4007576 

8.8663375 

.001434720 

698 

487204 

340068392 

26.4196896 

8.8705757 

.001432665 

699 

488601 

341532099 

26.4386081 

8.8748099 

.001430615 

700 

490000 

343000000 

26.4575131 

8.8790400 

.001428571 

701 

491401 

344472101 

26.4764046 

8.8832661 

.001426534 

702 

492804 

345948408 

26.4952826 

8.8874882 

.001424501 

703 

494209 

347428927 

26.5141472 

8.8917063 

.001422475 

704 

495616 

348913664 

26.5329983 

8.8959204 

.001420455 

705 

497025 

350402625 

26.5518361 

8.9001304 

.001418440 

706 

498436 

351895816 

26.5706605 

8.9043366 

.001416431 

707 

499849 

353393243 

26.5894716 

8.9085387 

.001414427 

708 

501264 

354894912 

26.6082694 

8.9127369 

.001412429 

709 

502681 

356400829 

26.6270539 

8.9169311 

.001410437 

710 

504100 

357911000 

26.6458252 

8.9211214 

.001408451 

711 

505521 

359425431 

26.6645833 

8.9253078 

.001406470 

712 

506944 

360944128 

26.6833281 

8.9294902 

.001404494 

713 

508369 

362467097 

26.7020598 

8.9336687 

.001402525 

714 

509796 

363994344 

26.7207784 

8.9378433 

.001400560 

715 

511225 

365525875 

26.7394839 

8.9420140 

.001398601 

716 

512656 

367061696 

26.7581763 

8.9461809 

.001396648 

717 

514089 

368601813 

26.7768557 

8.9503438 

.001394700 

718 

515524 

370146232 

26.7955220 

8.9545029 

.001392758 

719* 

516961 

371694959 

26.8141754 

8.9586581 

.001390821 

CAMBRIA  STEEL.  443 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

720 

518400 

373248000 

'26.8328157 

8.9628095 

.001388889 

721 

519841 

374805361 

26.8514432 

8.9669570 

.001386963 

722 

521284 

376367048 

26.8700577 

8.9711007 

.001385042 

723 

522729 

377933067 

26.8886593 

8.9752406 

.001383126 

724 

524176 

379503424 

26.9072481 

8.9793766 

.001381215 

725 

525625 

381078125 

26.9258240 

8.9835089 

.001379310 

726 

527076 

382657176 

26.9443872 

8.9876373 

.001377410 

727 

528529 

384240583 

26.9629375 

8.9917620 

.001375516 

728 

529984 

385828352 

26.9814751 

8.9958829 

.001373626 

729 

531441 

387420489 

27.0000000 

9.0000000 

.001371742 

730 

532900 

389017000 

27.0185122 

9.0041134 

.001369863 

731 

534361 

390617891 

27.0370117 

9.0082229 

.001367989 

732 

535824 

392223168 

27.0554985 

9.0123288 

.001366120 

733 

537289 

393832837 

27.0739727 

9.0164309 

.001364256 

734 

538756 

395446904 

27.0924344 

9.0205293 

.001362398 

735 

540225 

397065375 

27.1108834 

9.0246239 

.001360544 

736 

541696 

398688256 

27.1293199 

9.0287149 

.001358696 

737 

543169 

400315553 

27.1477439 

9.0328021 

.001356852 

738 

544644 

401947272 

27.1661554 

9.0368857 

.001355014 

739 

546121 

403583419 

27.1845544 

9.0409655 

.001353180 

740 

547600 

405224000 

27.2029410 

9.0450417 

.001351351 

741 

549081 

406869021 

27.2213152 

9.0491142 

.001349528 

742 

550564 

408518488 

27.2396769 

9.0531831 

.001347709 

743 

552049 

410172407 

27.2580263 

9.0572482 

.001345895 

744 

553536 

411830784 

27.2763634 

9.0613098 

.001344086 

745 

555025 

413493625 

27.2946881 

9.0653677 

.001342282 

746 

556516 

415160936 

27.3130006 

9.0694220 

.001340483 

747 

558009 

416832723 

27.3313007 

9.0734726 

.001338688 

748 

559504 

418508992 

27.3495887 

9.0775197 

.001336898 

749 

561001 

420189749 

27.3678644 

9.0815631 

.001335113 

750 

562500 

421875000 

27.3861279 

9.0856030 

.001333333 

751 

564001 

423564751 

27.4043792 

9.0896392 

.001331558 

752 

565504 

425259008 

27.4226184 

9.0936719 

.001329787 

753 

567009 

426957777 

27.4408455 

9.0977010 

.001328021 

754 

568516 

428661064 

27.4590604' 

9.1017265 

.001326260 

755 

570025 

430368875 

27.4772633 

9.1057485 

.001324503 

756 

571536 

432081216 

27.4954542 

9.1097669 

.001322751 

757 

573049 

433798093 

27  5136330 

9.1137818 

.001321004 

758 

574564 

435519512 

27.5317998 

9.1177931 

.001319261 

759 

576081 

437245479 

27.5499546 

9.1218010 

.001317523 

760 

577600 

438976000 

27.5680975 

9.1258053 

.001315789 

761 

579121 

440711081 

27.5862284 

9.1298061 

001314060 

762 

580644 

442450728 

27.6043475 

9.1338034 

.001312336 

763 

582169 

444194947 

27.6224546 

9.1377971 

.001310616 

764 

583696 

445943744 

27.6405499 

9.1417874 

.001308901 

765 

585225 

447697125 

27.6586334 

9.1457742 

.001307190 

766 

586756 

449455096 

27.6767050 

9.1497576 

.001305483 

767 

588289 

451217663 

27.6947648 

9.1537375 

.001303781 

768 

589824 

452984832 

27.7128129 

9.1577139 

.001302083 

769 

591361 

454756609 

27.7308492 

9.1616869 

.001300390 

770 

592900 

456533000 

27.7488739 

9.1656565 

.001298701 

771 

594441 

458314011 

27.7668868 

9.1696225 

.001297017 

772 

595984 

460099648 

27.7848880 

9.1735852 

.001295337 

773 

597529 

461889917 

27.8028775 

9.1775445 

.001293661 

774 

599076 

463684824 

27.8208555 

9.1815003 

.001291990 

775 

600625 

465484375 

27.8388218 

9.1854527 

.001290323 

776 

602176 

467288576 

27.8567766 

9.1894018 

.001288660 

777 

603729 

469097433 

27.8747197 

9.1933474 

.001287001 

778 

605284 

470910952 

27.8926514 

9.1972897 

.001285347 

779 

606841 

472729139 

27.9105715 

9.2012286 

.001283697 

444 


CAMBRIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

780 

608400 

474552000 

27.9284801 

9.2051641 

.001282051 

781 

609961 

476379541 

27.9463772 

9.2090962 

.001280410 

782 

611524 

478211768 

27.9642629 

9.2130250 

.001278772 

783 

613089 

480048687 

27.9821372 

9.2169505 

.001277139 

784 

614656 

481890304 

28.0000000 

9.2208726 

.001275510 

785 

616225 

483736625 

28.0178515 

9.2247914 

.001273885 

786 

617796 

485587656 

28.0356915 

9.2287068 

.001272265 

787 

619369 

487443403 

28.0535203 

9.2326189 

.001270648 

788 

620944 

489303872 

28.0713377 

9.2365277 

.001269036 

789 

622521 

491169069 

28.0891438 

9.2404333 

.001267427 

790 

624100 

493039000 

28.1069386 

9.2443355 

.001265823 

791 

625681 

494913671 

28.1247222 

9.2482344 

.001264223 

792 

627264 

496793088 

28.1424946 

9.2521300 

.001262626 

793 

628849 

498677257 

28.1602557 

9.2560224 

.001261034 

794 

630436 

500566184 

28.1780056 

9.2599114 

.001259446 

795 

632025 

502459875 

28.1957444 

9.2637973 

.001257862 

796 

633616 

504358336 

28.2134720 

9.2676798 

.001256281 

797 

635209 

506261573 

28.2311884 

9.2715592 

.001254705 

798 

636804 

508169592 

28.2488938 

9.2754352 

.001253133 

799 

638401 

510082399 

28.2665881 

9.2793081 

.001251564 

800 

640000 

512000000 

28.2842712 

9.2831777 

.001250000 

801 

641601 

513922401 

28.3019434 

9.2870440 

.001248439 

802 

643204 

515849608 

28.3196045 

9.2909072 

.001246883 

803 

644809 

517781627 

28.3372546 

9.2947671 

.001245330 

804 

646416 

519718464 

28.3548938 

9.2986239 

.001243781 

805 

648025 

521660125 

28.3725219 

9.3024775 

.001242236 

806 

649636 

523606616 

28.3901391 

9.3063278 

.001240695 

807 

651249 

525557943 

28.4077454 

9.3101750 

.001239157 

808 

652864 

527514112 

28.4253408 

9.3140190 

.001237624 

809 

654481 

529475129 

28.4429253 

9.3178599 

.001236094 

810 

656100 

531441000 

28.4604989 

9.3216975 

.001234568 

811 

657721 

533411731 

28.4780617 

9.3255320 

.001233046 

812 

659344 

535387328 

28.4956137 

9.3293634 

.001231527 

813 

660969 

537367797 

28.5131549 

9.3331916 

.001230012 

814 

662596 

539353144 

28.5306852 

9.3370167 

.001228501 

815 

664225 

541343375 

28.5482048 

9.3408386 

.001226994 

816 

665856 

543338496 

28.5657137 

9.3446575 

.001225490 

817 

667489 

545338513 

28.5832119 

9.3484731 

.001223990 

818 

669124 

547343432 

28.6006993 

9.3522857 

.001222494 

819 

670761 

549353259 

28.6181760 

9.3560952 

.001221001 

820 

672400 

551368000 

28.6356421 

9.3599016 

.001219512 

821 

674041 

553387661 

28.6530976 

9.3637049 

.001218027 

822 

675684 

555412248 

28.6705424 

9.3675051 

.001216545 

823 

677329 

557441767 

28.6879766 

9.3713022 

.001215067 

824 

678976 

559476224 

28.7054002 

9.3750963 

.001213592 

825 

680625 

561515625 

28.7228132 

9.3788873 

.001212121 

826 

682276 

563559976 

28.7402157 

9.3826752 

.001210654 

827 

683929 

565609283 

28.7576077 

9.3864600 

.001209190 

828 

685584 

567663552 

28.7749891 

9.3902419 

.001207729 

829 

687241 

569722789 

28.7923601 

9.3940206 

.001206273 

830 

688900 

571787000 

28.8097206 

9.3977964 

.001204819 

831 

690561 

573856191 

28.8270706 

9.4015691 

.001203369 

832 

692224 

575930368 

28.8444102 

9.4053387 

.001201923 

833 

693889 

578009537 

28.8617394 

9.4091054 

.001200480 

834 

695556 

580093704 

28.8790582 

9.4128690 

.001199041 

835 

697225 

582182875 

28.8963666 

9.4166297 

.001197605 

836 

698896 

584277056 

28.9136646 

9.4203873 

.001196172 

837 

700569 

586376253 

28.9309523 

9.4241420 

.001194743 

838 

702244 

588480472 

28.9482297 

9.4278936 

.001193317 

839 

703921 

590589719 

28.9654967 

9.4316423 

.001191895 

CAMBRIA  STEEL.  445 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

840 

705600 

592704000 

28.9827535 

9.4353880 

.001190476 

841 

707281 

594823321 

29.0000000 

9.4391307 

.001189061 

842 

708964 

596947688 

29.0172363 

9.4428704 

.001187648 

843 

710649 

599077107 

29.0344623 

9.4466072 

.001186240 

844 

712336 

601211584 

29.0516781 

9.4503410 

.001184834 

845 

714025 

603351125 

29.0688837 

9.4540719 

.001183432 

846 

715716 

605495736 

29.0860791 

9.4577999 

.001182033 

847 

717409 

607645423 

29.1032644 

9.4615249 

.001180638 

848 

719104 

609800192 

29.1204396 

9.4652470 

.001179245 

849 

720801 

611960049 

29.1376046 

9.4689661 

.001177856 

850 

722500 

614125000 

29.1547595 

9.4726824 

.001176471 

851 

724201 

616295051 

29.1719043 

9.4763957 

.001175088 

852 

725904 

618470208 

29.1890390 

9.4801061 

.001173709 

853 

727609 

620650477 

29.2061637 

9.4838136 

.001172333 

854 

729316 

622835864 

29.2232784 

9.4875182 

.001170960 

855 

731025 

625026375 

29.2403830 

9.4912200 

.001169591 

856 

732736 

627222016 

29.2574777 

9.4949188 

.001168224 

857 

734449 

629422793 

29.2745623 

9.4986147 

.001166861 

858 

736164 

631628712 

29.2916370 

9.5023078 

.001165501 

859 

737881 

633839779 

29.3087018 

9.5059980 

.001164144 

860 

739600 

636056000 

29.3257566 

9.5096854 

.001162791 

861 

741321 

638277381 

29.3428015 

9.5133699 

.001161440 

862 

743044 

640503928 

29.3598365 

9.5170515 

.001160093 

863 

744769 

642735647 

29.3768616 

9.5207303 

.001158749 

864 

746496 

644972544 

29.3938769 

9.5244063 

.001157407 

865 

748225 

647214625 

29.4108823 

9.5280794 

.001156069 

866 

749956 

649461896 

29.4278779 

9.5317497 

.001154734 

867 

751689 

651714363 

29.4448637 

9.5354172 

.001153403 

868 

753424 

653972032 

29.4618397 

9.5390818 

.001152074 

869 

755161 

656234909 

29.4788059 

9.5427437 

.001150748 

870 

756900 

658503000 

29.4957624 

9.5464027 

.001149425 

871 

758641 

660776311 

29.5127091 

9.5500589 

.001148106 

872 

760384 

663054848 

29.5296461 

9.5537123 

.001146789 

873 

762129 

G65338617 

29.5465734 

9.5573630 

.001145475 

874 

763876 

667627624 

29.5634910 

9.5610108 

.001144165 

875 

765625 

669921875 

29.5803989 

9.5646559 

.001142857 

876 

767376 

672221376 

29.5972972 

9.5682982 

.001141553 

877 

769129 

674526133 

29.6141858 

9.5719377 

.001140251 

878 

770884 

676836152 

29.6310648 

9.5755745 

.001138952 

879 

772641 

679151439 

29.6479342 

9.5792085 

.001137656 

880 

774400 

681472000 

29.6647939 

9.5828397 

.001136364 

881 

776161 

683797841 

29.6816442 

9.5864682 

.001135074 

882 

777924 

686128968 

29.6984848 

9.5900939 

.001133787 

883 

779689 

688465387 

29.7153159 

9.5937169 

.001132503 

884 

781456 

690807104 

29.7321375 

9.5973373 

.001131222 

885 

783225 

693154125 

29.7489496 

9.6009548 

.001129944 

886 

784996 

695506456 

29.7657521 

9.6045696 

.001128668 

887 

786769 

697864103 

29.7825452 

9.6081817 

.001127396 

888 

788544 

700227072 

29.7993289 

9.6117911 

.001126126 

889 

790321 

702595369 

29.8161030 

9.6153977 

.001124859 

890 

792100 

704969000 

29.8328678 

9.6190017 

.001123596 

891 

793881 

707347971 

29.8496231 

9.6226030 

.001122334 

892 

795664 

709732288 

29.8663690 

9.6262016 

.001121076 

893 

797449 

712121957 

29.8831056 

9.6297975 

.001119821 

894 

799236 

714516984 

29.8998328 

9.6333907 

.001118568 

895 

801025 

716917375 

29  9165506 

9.6369812 

.001117318 

896 

802816 

719323136 

29.9332591 

9.6405690 

.001116071 

897 

804609 

721734273 

29.9499583 

9.6441542 

.001114827 

898 

806404 

724150792 

29.9666481 

9.6477367 

.001113586 

899 

808201 

726572699 

29.9833287 

9.6513166 

.001112347 

446  CAMBKIA  STEEL. 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

900 

810000 

729000000 

30.0000000 

1 9.6548938 

.001111111 

901 

811801 

731432701 

30.0166620 

9.6584684 

.001109878 

902 

813604 

733870808 

30.0333148  , 

9.6620403 

.001108647 

903 

815409 

736314327 

30.0499584 

9.6656096 

.001107420 

904 

817216 

738763264 

30.0665928 

9.6691762 

.001106195 

905 

819025 

741217625 

30.0832179 

9.6727403 

.001104972 

906 

820836 

743677416 

30.0998339 

9.6763017 

.001103753 

907 

822649 

746142643 

30.1164407 

9.6798604 

.001102536 

908 

824464 

748613312 

30.1330383 

9.6834166 

.001101322 

909 

826281 

751089429 

30.1496269 

9.6869701 

.001100110 

910 

828100 

753571000 

30.1662063 

9.6905211 

.001098901 

911 

829921 

756058031 

30.1827765 

9.6940694 

.001097695 

912 

831744 

758550528 

30.1993377 

9.6976151 

.001096491 

913 

833569 

761048497 

30.2158899 

9.7011583 

.001095290 

914 

835396 

763551944 

30.2324329 

9.7046989 

.001094092 

915 

837225 

766060875 

30.2489669 

9.7082369 

.001092896 

916 

839056 

768575296 

30.2654919 

9.7117723 

.001091703 

917 

840889 

771095213 

30.2820079 

9.7153051 

.001090513 

918 

842724 

773620632 

30.2985148 

9.7188354 

.001089325 

919 

844561 

776151559 

30.3150128 

9.7223631 

.001088139 

920 

846400 

778688000 

30.3315018 

9.7258883 

.001086957 

921 

848241 

781229961 

30.3479818 

9 7294109 

.001085776 

922 

850084 

783777448 

30.3644529 

9.7329309 

.001084599 

923 

851929 

786330467 

30.3809151 

9.7364484 

.001083424 

924 

853776 

788889024 

30.3973683 

9 7399634 

.001082251 

925 

855625 

791453125 

30.4138127 

9.7434758 

.001081081 

926 

857476 

794022776 

30.4302481 

9.7469857 

.001079914 

927 

859329 

796597983 

30.4466747 

9.7504930 

.001078749 

928 

861184 

799178752 

30.4630924 

9.7539979 

.001077586 

929 

863041 

801765089 

30.4795013 

9.7575002 

.001076426 

930 

864900 

804357000 

30.4959014 

9.7610001 

.001075269 

931 

866761 

806954491 

30.5122926 

9.7644974 

.001074114 

932 

868624 

809557568 

30.5286750 

9.7679922 

.001072961 

933 

870489 

812166237 

30.5450487 

9.7714845 

.001071811 

934 

872356 

814780504 

30.5614136 

9.7749743 

.001070664 

935 

874225 

817400375 

30.5777697 

9.7784616 

.001069519 

936 

876096 

820025856 

30.5941171 

9.7819466 

.001068376 

937 

877969 

822656953 

30.6104557 

9.7854288 

.001067236 

938 

879844 

825293672 

30.6267857 

9.7889087 

.001066098 

939 

881721 

827936019 

30.6431069 

9.7923861 

.001064963 

940 

883600 

830584000 

30.6594194 

9.7958611 

.001063830 

941 

885481 

833237621 

30.6757233 

9.7993336 

.001062699 

942 

887364 

835896888 

30.692018.5 

9.8028036 

.001061571 

943 

889249 

838561807 

30.7083051 

9.8062711 

.001060445 

944 

891136 

841232384 

30.7245830 

9.8097362 

.001059322 

945 

893025 

843908625 

30.7408523 

9.8131989 

.001058201 

946 

894916 

846590536 

30.7571130 

9.8166591 

.001057082 

947 

896809 

849278123 

30.7733651 

9.8201169 

.001055966 

948 

898704 

851971392 

30.7896086 

9.8235723 

.001054852 

949 

900601 

854670349 

30.8058436 

9.8270252 

.001053741 

950 

902500 

857375000 

30.8220700 

9.8304757 

.001052632 

951 

904401 

860085351 

30.8382879 

9.8339238 

.001051525 

952 

906304 

862801408 

30.8544972 

9.8373695 

.001050420 

953 

908209 

865523177 

30.8706981 

9.8408127 

.001049318 

954 

910116 

868250664 

30.8868904 

9.8442536 

.001048218 

955 

912025 

870983875 

30.9030743 

9.8476920 

.001047120 

956 

913936 

873722816 

30.9192497 

9.8511280 

.001046025 

957 

915849 

876467493 

30.9354166 

9.8545617 

.001044932 

958 

917764 

879217912 

30.9515751 

9.8579929 

.001043841 

959 

919681 

881974079 

30.9677251 

9.8614218 

.001042753 

CAMBRIA  STEEL.  447 


SQUARES,  CUBES,  SQUARE  ROOTS, 
CUBE  ROOTS  AND  RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square  Roots. 

Cube  Roots. 

Reciprocals. 

960 

921600 

884736000 

30.9838668 

9.8648483 

.001041667 

961 

923521 

887503681 

31.0000000 

9.8682724 

.001040583 

962 

925444 

890277128 

31.0161248 

9.8716941 

.001039501 

963 

927369 

893056347 

31.0322413 

9.8751135 

.001038422 

964 

929296 

895841344 

31.0483494 

9.8785305 

.001037344 

965 

931225 

898632125 

31.0644491 

9.8819451 

.001036269 

966 

933156 

901428696 

31.0805405 

9.8853574 

.001035197 

967 

935089 

904231063 

31.0966236 

9.8887673 

.001034126 

968 

937024 

907039232 

31.1126984 

9.8921749 

.001033058 

969 

938961 

909853209 

31.1287648 

9.8955801 

.001031992 

970 

940900 

912673000 

31.1448230 

9.8989830 

.001030928 

971 

942841 

915498611 

31.1608729 

9.9023835 

.001029866 

972 

944784 

918330048 

31.1769145 

9.9057817 

.001028807 

973 

946729 

921167317 

31.1929479 

9.9091776 

.001027749 

974 

948676 

924010424 

31.2089731 

9.9125712 

.001026694 

975 

950625 

926859375 

31.2249900 

9.9159624 

.001025641 

976 

952576 

929714176 

31.2409987 

9.9193513 

.001024590 

977 

954529 

932574833 

31.2569992 

9.9227379 

.001023541 

978 

956484 

935441352 

31.2729915 

9.9261222 

.001022495 

979 

958441 

938313739 

31.2889757 

9.9295042 

.001021450 

980 

960400 

941192000 

81.3049517 

9.9328839 

.001020408 

981 

962361 

944076141 

31.3209195 

9.9362613 

.001019368 

982 

964324 

946966168 

31.3368792 

9.9396363 

.001018330 

983 

966289 

949862087 

31.3528308 

9.9430092 

.001017294 

984 

968256 

952763904 

31.3687743 

9.9463797 

.001016260 

985 

970225 

955671625 

31.3847097 

9.9497479 

.001015228 

986 

972196 

958585256 

31.4006369 

9.9531138 

.001014199 

987 

974169 

961504803 

31.4165561 

9.9564775 

.001013171 

988 

976144 

964430272 

31.4324673 

9.9598389 

.001012146 

989 

978121 

967361669 

31.4483704 

9.9631981 

.001011122 

990 

980100 

970299000 

31.4642654 

9.9665549 

.001010101 

991 

982081 

973242271 

31.4801525 

9.9699095 

.001009082 

992 

984064 

976191488 

31.4960315 

9.9732619 

.001008065 

993 

986049 

979146657 

31.5119025 

9.9766120 

.001007049 

994 

988036 

982107784 

31.5277655 

9.9799599 

.001006036 

995 

990025 

985074875 

31.5436206 

9.9833055 

.001005025 

996 

992016 

988047936 

31.5594677 

9.9866488 

.001004016 

997 

994009 

991026973 

31.5753068 

9.9899900 

.001003009 

998 

996004 

994011992 

31.5911380 

9.9933289 

.001002004 

999 

998001 

997002999 

31.6069613 

9.9966656 

.001001001 

1000 

1000000 

1000000000 

31.6227766 

10.0000000 

.001000000 

1001 

1002001 

1003003001 

31.6385840 

10.0033322 

.0009990010 

1002 

1004004 

1006012008 

31.6543836 

10.0066622 

.0009980040 

1003 

1006009 

1009027027 

31.6701752 

10.0099899 

.0009970090 

1004 

1008016 

1012048064 

31.6859590 

10.0133155 

.0009960159 

1005 

1010025 

1015075125 

31.7017349 

10.0166389 

.0009950249 

1006 

1012036 

1018108216 

3L7175030 

10.0199601 

.0009940358 

1007 

1014049 

1021147343 

31.7332633 

10.0232791 

.0009930487 

1008 

1016064 

1024192512 

31.7490157 

10.0265958 

.0009920635 

1009 

1018081 

1027243729 

31.7647603 

10.0299104 

.0009910803 

1010 

1020100 

1030301000 

31.7804972 

10.0332228 

.0009900990 

1011 

1022121 

1033364331 

31.7962262 

10.0365330 

.0009891197 

1012 

1024144 

1036433728 

31.8119474 

10.0398410 

.0009881423 

1013 

1026169 

1039509197 

31.8276609 

10.0431469 

.0009871668 

1014 

1028196 

1042590744 

31.8433666 

10.0464506 

.0009861933 

1015 

1030225 

1045678375 

31.8590646 

10.0497521 

.0009852217 

1016 

1032256 

1048772096 

31.8747549 

10.0530514 

.0009842520 

1017 

1034289 

1051871913 

31.8904374 

10.0563485 

.0009832842 

1018 

1036324 

1054977832 

31.9061123 

10.0596435 

.0009823183 

1019 

1038361 

1058089859 

31.9217794 

10.0629364 

.0009813543 

448  CAMBRIA  STEEL. 


MENSURATION. 

LENGTH. 

Circumference  of  circle  = diameter  X 3.1416. 

Diameter  of  circle  = circumference  X 0.3183. 

Side  of  square  of  equal  periphery  as  circle  = diameter  X 0.7854. 
Diameter  of  circle  of  equal  periphery  as  square  = side  X 1.2732. 
Side  of  an  inscribed  square  = diameter  of  circle  X 0.7071. 
Length  of  arc  = No.  of  degrees  X diameter  X 0.008727. 
Circumference  of  circle  whose  diameter  is  1 = 

TT  = 3.14159265. 


/ = r - or,  very  nearly,  = 


AREA. 

Triangle  = base  X half  perpendicular  height. 

Parallelogram  = base  X perpendicular  height. 

Trapezoid  = half  the  sum  of  the  parallel  sides  X perpendicular 
height. 

Trapezium,  found  by  dividing  into  two  triangles. 

Circle  = diameter  squared  X 0.7854;  or,  = circumference 
squared  X 0.07958. 

Sector  of  circle  = length  of  arc  X half  radius. 


CAMBRIA  STEEL.  449 


Segment  of  circle  = area  of  sector  of  equal  radius  — triangle 
when  segment  is  less,  and  + triangle  when  segment  is  greater 
than  the  semicircle;  also  for  flat  segments  very  nearly  = 

4v  / 

y ^ 0.388  v2 

Side  of  square  of  equal  area  as  circle  = diameter  X 0.8862;  also, 
= circumference  X 0.2821. 

Diameter  of  circle  of  equal  area  as  square  = side  X 1.1284. 

Parabola  = base  X | height. 

Ellipse  = long  diameter  X short  diameter  X 0.7854. 

Regular  polygon  = sum  of  sides  X half  perpendicular  distance 
from  center  to  sides. 

Cylinder  = (circumference  X height)  + area  of  both  ends. 

Sphere  = diameter  squared  X 3.1416; 

also,  = circumference  X diameter. 

Segment  of  sphere  = (height  of  segment  X circumference  of 
sphere  of  which  it  is  a part)  + area  of  base. 

Right  pyramid  or  cone  = periphery  or  circumference  of  base  X 
half  slant  height. 

Frustum  of  a regular  right  pyramid  or  cone  = (sum  of  peripheries 
or  circumferences  of  the  two  ends  X half  slant  height)  + area 
of  both  ends. 

SOLID  CONTENTS. 

Prism,  right  or  oblique,  = area  of  base  X perpendicular  height. 

Cylinder,  right  or  oblique  = area  of  section  at  right  angles  to 
sides  X length  of  side. 

Sphere  = diameter  cubed  X 0.5236;  also,  = surface  X i 
diameter. 

Segment  of  sphere  = (height  squared  + three  times  the  square 
of  radius  of  base)  X (height  X 0.5236). 

Side  of  an  equal  cube  = diameter  of  sphere  X 0.806. 

Length  of  an  equal  cylinder  = diameter  of  sphere  X 0.6667. 

Pyramid  or  cone,  right  or  oblique,  regular  or  irregular,  = area 
of  base  X i perpendicular  height. 

Frustum  of  cone  = multiply  area  of  two  ends  together,  extract 
the  square  root;  add  to  this  root  the  two  areas  and  X i altitude. 


450  CAMBRIA  STEEL. 


WEIGHTS  AND  MEASURES. 

AVOIRDUPOIS  WEIGHT. 
United  States  and  British. 


Grains. 

Drams. 

Ounces. 

Pounds. 

Hundred- 

weight. 

Gross  Tons. 

1. 

.03657 

.002286 

.000143 

.00000128 

.000000064 

27.34375 

1. 

.0625 

.003906 

.00003488 

.000001744 

437.5 

16. 

1. 

.0625 

.00055804 

.00002790 

7000. 

256. 

16. 

1. 

.0089286 

.0004464 

784000. 

28672. 

1792. 

112. 

1. 

.05 

15680000. 

573440. 

35840. 

2240. 

20. 

1. 

1 pound  avoirdupois  = 1.215278  pounds  troy. 
1 net  ton  = 2000  pounds  = .892857  gross  ton. 


TROY  WEIGHT. 
United  States  and  British. 


Grains. 

Pennyweight. 

Ounces. 

Pounds. 

1 

.041667 

.0020833 

.0001736 

24 

1. 

.05 

.0041667 

480 

20. 

1. 

.0833333 

5760 

240. 

12. 

1. 

1 pound  troy  = .822857  pound  avoirdupois. 
175  ounces  troy  = 192  ounces  avoirdupois. 


APOTHECARIES’  WEIGHT. 
United  States  and  British. 


Grains. 

Scruples. 

Drams. 

Ounces. 

Pounds. 

1 

.05 

.016667 

.0020833 

.000173611 

20 

1. 

.333333 

.0416667 

.0034722 

60 

3. 

1. 

.125 

.0104167 

480 

24. 

8. 

1. 

.0833333 

5760 

288. 

96. 

12. 

1. 

The  pound,  ounce  and  grain  are  the  same  as  in  troy  weight. 
The  avoirdupois  grain  = troy  grain  = apothecaries’  grain. 


CAMBKIA  STEEL. 


451 


WEIGHTS  AND  MEASURES— Continued. 

LINEAR  MEASURE. 

United  States  and  British. 


Inches. 

Feet. 

Yards. 

Rods. 

Furlongs. 

Miles. 

1 

.08333 

.02778 

.0050505 

.00012626 

.00001578 

12 

1. 

.33333 

.0606061 

.00151515 

.00018939 

36 

3. 

1. 

.1818182 

.00454545 

.00056818 

198 

16.5 

5.5 

1. 

.025 

.003125 

7920 

660. 

220. 

40. 

1. 

.125 

63360 

5280. 

1760. 

320. 

8. 

1. 

ROPE  AND  CABLE  MEASURE. 

1 inch  = .mill  span  = .013889  fathom  = .0001157  cable’s  length. 

1 span  = 9 inches  = .125  fathom  = .00104167  cable’s  length. 

1 fathom  = 6 feet  = 8 spans  = 72  inches  = .008333  cable’s  length. 

1 cable’s  length  = 120  fathoms  = 720  feet  = 960  spans  = 8640  inches. 


NAUTICAL  MEASURE. 

1 nautical  mile,  as  adopted  by  the  United  States  Coast  and  Geodetic  Survey^,  , 
equals  the  length  of  one  minute  of  arc  of  a great  circle  of  a sphere  whose  surface’ 
equals  that  of  the  earth  = 6080.204  feet  = 1.1516  statute  miles.  , - 

1 league  = 3 nautical  miles  = 18240.613  feet.  \ - 

GUNTER’S  CHAIN. 


1 link  = 7.92  inches  = .01  chain  = .000125  mile. 

1 chain  = 100  links  = 66  feet  = 4 rods  = .0125  mile. 

1 mile  = 80  chains  = 8000  links. 

SQUARE  OR  LAND  MEASURE. 
United  States  and  British. 


LJ 

“'7 


Square 

Inches. 

Square  Feet, 

Square  Yards. 

Square  Rods. 

Acres. 

1 

.006944 

.0007716 

144 

1. 

.mill 

1296 

9.0 

1. 

.03306 

.0002066 

39204 

272.25 

30.25 

1. 

.00625 

6272640 

43560. 

4840. 

160. 

1. 

27878400. 

3097600. 

102400. 

640. 



Squaref  •« 
Miles. 


.00000977 

.0015625 

1. 


1 square  rood  = 40  square  rods. 

1 acre  = 4 square  roods. 

1 square  acre  = 208.71  feet  square. 


452  CAMBRIA  STEEL. 


WEIGHTS  AND  MEASURES— Continued. 

CUBIC  OR  SOLID  MEASURE. 

United  States  and  British. 

1 cubic  inch  = .0005787  cubic  foot  = .000021433  cubic  yard. 

1 cubic  foot  = 1728  cubic  inches  = .03703704  cubic  yard. 

1 cubic  yard  = 27  cubic  feet  = 46656  cubic  inches. 

1 cord  of  wood  =128  cubic  feet  = 4 feet  by  4 feet  by  8 feet. 

1 perch  of  masonry  = 24.75  cubic  feet  = 16.5  feet  by  1.5  feet  by  1 foot.  It 
is  usually  taken  as  25  cubic  feet. 


DRY  MEASURE. 
United  States  only. 


Pints. 

Quarts. 

Gallons. 

Pecks. 

Bushels 

Cubic  Inches. 

1 

.50 

.125 

.0625 

.015625 

33.6003125 

2 

1. 

.25 

.125 

.03125 

67.200625 

8 

4. 

1. 

.05 

.125 

268.8025 

16 

8. 

2. 

1. 

.25 

537.605 

64 

32. 

8. 

4. 

1. 

2150.42 

1 heaped  bushel  = 1.25  struck  bushel,  and  the  cone  must  be  not  less  than 
6 inches  high. 


LIQUID  MEASURE. 
United  States  only. 


GiUs. 

Pints. 

Quarts. 

Gallons. 

Barrels. 

Cubic  Inches. 

1 

.25 

.125 

.03125 

.000992 

7.21875 

4 

1. 

.5 

.125 

.003968 

28.875 

8 

2. 

1. 

.25 

.007937 

57.75 

32 

8. 

4. 

1. 

.031746 

231. 

1008 

252. 

126. 

31.5 

1. 

7276.5 

The  British  imperial  gallon  = 277,410  cubic  inches  or  10  pounds  avoirdupois 
of  pure  water  at  62°  F.  and  barometer  at  30  inches. 

The  British  imperial  gallon  = 1.20091  United  States  gallons. 

1 fluid  drachm  = 60  minims  = .125  fluid  ounce  = .0078125  pint. 

1 fluid  ounce  = 480  minims  = 8 drachms  = .0625  pint. 


CAMBKIA  STEEL.  453 


WEIGHTS  AND  MEASURES— Concluded. 


METRIC  SYSTEM. 

Measures  of  Length,  Capacity  and  Weight. 


LENGTH. 

Kilometre. 

Hecto- 

metre. 

Decametre. 

Metre. 

Decimetre. 

Centimetre. 

Millimetre. 

CAPACITY. 

Kilolitre 

or 

Stere. 

Hectolitre 

or 

Decistere. 

Decalitre 

or 

Centistere. 

Litre 

or 

Millistere. 

Decilitre. 

Centilitre. 

Millilitre. 

WEIGHT. 

Kilo- 

gramme. 

Hecto- 

gramme. 

Deca- 

gramme. 

Gramme. 

Deci- 

gramme. 

Centi- 

gramme. 

Milli- 

gramme. 

1 

10 

1 

100 

10 

1 

1000 

100 

10 

1 

.1 

.01 

.001 

10000 

1000 

100 

10 

1 

.1 

.01 

100000 

10000 

1000 

100 

10 

1 

.1 

1000000 

100000 

10000 

1000 

100 

10 

1 

1 myriametre  = 10  kilometres  = 10000  metres. 

1 tonne  = 1000  kilogrammes  = 100  quintals  = 10  myriagrammes. 

1 gramme  = weight  of  1 cubic  centimetre  of  distilled  water  at  its  maximum 
density  at  sea  level  in  latitude  of  Paris  and  barometer  at  760  millimetres. 

1 litre  = 1 cubic  decimetre. 

METRIC  SYSTEM. 


Square  or  Surface  Measure. 


Square 

Kilometre. 

Square 
Hectometre 
or  Hectare. 

Square 
Decametre 
or  Are. 

Square 
Metre  or 
Centiare. 

Square 

Decimetre. 

Square 

Centimetre. 

Square 

Millimetre. 

1 

100 

1 

.01 

.0001 

.000001 

10000 

100 

1 

.01 

.0001 

.000001 

1000000 

10000 

100 

1 

.01 

.0001 

.000001 

1000000 

10000 

100 

1 

.01 

.0001 

1000000 

10000 

100 

1 

.01 

1000000 

10000 

100 

1 

1 square  myriametre  = 100  square  kilometres  = 100  000  000  square  metres. 


METRIC  SYSTEM. 
Cubic  Measure. 


Cubic  Decametre. 

Cubic  Metre. 

Cubic  Decimetre. 

Cubic  Centimetre. 

Cubic  Millimetre. 

1 

1000 

1000000 

1000000000 

.001 

1 

1000 

1000000 

1000000000 

.000001 

.001 

1 

1000 

1000000 

.000000001 

.000001 

?001 

1 

1000 

.000000001 

.000001 

.001 

1 

1 cubic  metre  = 1 kilolitre  = 1 stere. 


454 

CAMBKIA 

STEEL. 

TABLES 

FOR  CONVERTING  UNITED  STATES 

WEIGHTS  AND 

MEASURES. 

CUSTOMARY  TO  METRIC. 

Weights. 

Grains 

Troj  Oonces 

Avoirdupois 

Avoirdupois 

Net  Tons 

Gross  Tons 

No. 

to 

to 

Ounces 

Pounds  to 

of  2000  Pounds 

of  2240  Pounds 

Milligrammes. 

Grammes. 

to  Grammes. 

Kilogrammes. 

to  Tonnes. 

to  Tonnes. 

1 

64.79892 

31.10348 

28.34953 

.45359 

.90718 

1.01605 

2 

129.59784 

62.20696 

56.69905 

.90718 

1.81437 

2.03209 

3 

194.39675 

93.31044 

85.04858 

1.36078 

2.72155 

3.04814 

4 

259.19567 

124.41392 

113.39811 

1.81437 

3.62874 

4.06419 

5 

323.99459 

155.51740 

141.74763 

2.26796 

4.53592 

5.08024 

6 

388.79351 

186.62088 

170.09716 

2.72155 

5.44311 

6.09628 

7 

453.59243 

217.72437 

198.44669 

3.17515 

6.35029 

7.11233 

8 

518.39135 

248.82785 

226.79621 

3.62874 

7.25748 

8.12838 

9 

583.19026 

279.93133 

255.14574 

4.08233 

8.16466 

9.14442 

1 Avoirdupois  Pound  = 453.5924277  Grammes. 

Linear  Measure. 

64ths  of  an 

Inches 

Feet 

Yards 

statute  Miles 

Nautical  Miles 

No. 

Inch  to 

to 

to 

to 

to 

to 

Millimetres. 

Centimetres. 

Metres. 

Metres. 

Kilometres. 

Kilometres. 

1 

.39688 

2.54001 

.304801 

.914402 

1.60935 

1.85325 

2 

.79375 

5.08001 

.609601 

1.828804 

3.21869 

3.70650 

3 

1.19063 

7.62002 

.914402 

2.743205 

4.82804 

5.55975 

4 

1.58750 

10.16002 

1.219202 

3.657607 

6.43739 

7.41300 

6 

1.98438 

12.70003 

1.524003 

4.572009 

8.04674 

9.26625 

6 

2.38125 

15.24003 

1.828804 

5.486411 

9.65608 

11.11950 

7 

2.77813 

17.78004 

2.133604 

6.400813 

11.26543 

12.97275 

8 

3.17501 

20.32004 

2.438405 

7.315215 

12.87478 

14.82600 

9 

3.57188 

22.86005 

2.743205 

8.229616 

14.48412 

16.67925 

1 

Nautical  Mile  = 

1853.25 

Metres. 

1 

Gunter’s 

Chain  = 

20.1168  Metres. 

1 

Fathom 

= 

1.829 

Metres. 

CAMBRIA 

STEEL. 

455 

TABLES 

FOR  CONVERTING  UNITED  STATES 

WEIGHTS  AND 

MEASURES. 

METRIC  TO  CUSTOMARY. 

Weights. 

Milligrammes 

Grammes 

Grammes 

Kilogrammes 

Tonnes 

Tonnes 

No. 

to 

to 

to  Avoirdupois 

to  Avoirdupois 

to  Net  Tons  of 

to  Gross  Tons  of 

Grains. 

Troy  Ounces. 

Ounces. 

Pounds. 

2000  Pounds. 

2240  Pounds. 

1 

.01543 

.03215 

.03527 

2.20462 

1.10231 

.98421 

2 

.03086 

.06430 

.07055 

4.40924 

2.20462 

1.96841 

3 

.04630 

.09645 

.10582 

6.61387 

3.30693 

2.95262 

4 

.06173 

.12860 

.14110 

8.81849 

4.40924 

3.93682 

5 

.07716 

.16075 

.17637 

11.02311 

5.51156 

4.92103 

6 

.09259 

.19290 

.21164 

13.22773 

6.61387 

5.90524 

7 

.10803 

.22506 

.24692 

15.43236 

7.71618 

6.88944 

8 

.12346 

.25721 

.28219 

17.63698 

8.81849 

7.87365 

9 

.13889 

.28936 

.31747 

19.84160 

9.92080 

8.85785 

1 Kilogramme  = 15432.35639  Grains. 

Linear  Measure. 

Millimetres 

Centimetres 

Metres 

Metres 

Kilometres 

Kilometres 

No. 

to  64tlis  of  an 

to 

to 

to 

to 

to 

Inch. 

Inches. 

Feet. 

Yards. 

Statute  Miles. 

Nautical  Miles. 

1 

2.51968 

.39370 

3.280833 

1.093611 

.62137 

.53959 

2 

5.03936 

.78740 

6.561667 

2.187222 

1.24274 

1.07919 

3 

7.55904 

1.18110 

9.842500 

3.280833 

1.86411 

1.61878 

4 

10.07872 

1.57480 

13.123333 

4.374444 

2.48548 

2.15837 

5 

12.59840 

1.96850 

16.404167 

5.468056 

3.10685 

2.69796 

6 

15.11808 

2.36220 

19.685000 

6.561667 

3.72822 

3.23756 

7 

17.63776 

2.75590 

22.965833 

7.655278 

4.34959 

3.77715 

8 

20.15744 

3.14960 

26.246667 

8.748889 

4.97096 

4.31674 

9 

22.67712 

3.54330 

29.527500 

9.842500 

5.59233 

4.85633 

456  CAMBRIA  STEEL. 


TABLES  FOR  CONVERTING  UNITED  STATES 
WEIGHTS  AND  MEASURES. 

CUSTOMARY  TO  METRIC. 


Square  Measure. 


No. 

Square  Inches 

to  Square 

Centimetres. 

Square  Feet 

to 

Square  Metres. 

Square  Yards 

to 

Square  Metres. 

Acres 

to 

Hectares. 

Square  Miles 

to  Square 

Kilometres. 

1 

6.45163 

.09290 

.83613 

.40470 

2.59000 

2 

12.90325 

.18581 

1.67226 

.80939 

5.18000 

3 

19.35488 

.27871 

2.50839 

1.21409 

7.77000 

4 

25.80650 

.37161 

3.34452 

1.61879 

10.35999 

5 

32.25813 

.46452 

4.18065 

2.02349 

12.94999 

6 

38.70975 

.55742 

5.01679 

2.42818 

15.53999 

7 

45.16138 

.65032 

5.85292 

2.83288 

18.12999 

8 

51.61300 

.74323 

6.68905 

3.23758 

20.71999 

9 

58.06463 

.83613 

7.52518 

3.64228 

23.30999 

1 Square  Statute  Mile  = 259.00  Hectares. 


Cubic  Measure 


No. 

Cubic  Inches 

to 

Cubic  Centimetres. 

Cubic  Inches 

to 

Cubic  Decimetres. 

Cubic  Feet 

to 

Cubic  Metres. 

Cubic  Yards 

to 

Cubic  Metres. 

1 

16.38716 

.01639 

.02832 

.76456 

2 

32.77432 

.03277 

.05663 

1.52912 

3 

49.16148 

.04916 

.08495 

2.29368 

4 

65.54864 

.06555 

.11327 

3.05824 

5 

81.93580 

.08194 

.14159 

3.82280 

6 

98.32296 

.09832 

.16990 

4.58736 

7 

114.71013 

.11471 

.19822 

5.35192 

8 

131.09729 

.13110 

.22654 

6.11648 

9 

147.48445 

.14748 

.25485 

6.88104 

CAMBBIA  STEEL.  457 


TABLES  FOR  CONVERTING  UNITED  STATES 
WEIGHTS  AND  MEASURES. 

METRIC  TO  CUSTOMARY. 


Square  Measure. 


No. 

Square  Centi- 
metres to 

Square  Inches. 

Square  Metres 

to 

Square  Feet. 

Square  Metres 

to 

Square  Yards. 

Hectares 

to 

icres. 

Square  Kilo- 
metres to 

Square  Miles. 

1 

.15500 

10.76387 

1.19599 

2.47104 

.38610 

2 

.31000 

21.52773 

2.39197 

4.94209 

.77220 

3 

.46500 

32.29160 

3.58796 

7.41313 

1.15830 

4 

.62000 

43.05547 

4.78394 

9.88418 

1.54440 

5 

.77500 

53.81934 

5.97993 

12.35522 

1.93050 

6 

.93000 

64.58320 

7.17591 

14.82626 

2.31660 

7 

1.08500 

75.34707 

8.37190 

17.29731 

2.70270 

8 

1.24000 

86.11094 

9.56788 

19.76835 

3.08880 

9 

1.39500 

96.87481 

10.76387 

22.23940 

3.47490 

1 Hectare  = .003861  Square  Statute  Mile. 


Cubic  Measure 


No. 

Cubic  Centimetres 

to 

Cubic  Inches. 

Cubic  Decimetres 

to 

Cubic  Inches, 

Cubic  Metres 

to 

Cubic  Feet. 

Cubic  Metres 

to 

Cubic  Yards. 

1 

.06102 

61.02338 

35.31445 

1.30794 

2 

.12205 

122.04676 

70.62891 

2.61589 

3 

.18307 

183.07013 

105.94336 

3.92383 

4 

.24409 

244.09351 

141.25782 

5.23177 

5 

.30512 

305.11689 

176.57227 

6.53971 

6 

.36614 

366.14027 

211.88673 

7.84766 

7 

.42716 

427.16365 

247.20118 

9.15560 

8 

.48819 

488.18702 

282.51564 

10.46354 

9 

.54921 

549.21040 

317.83009 

11.77149 

458 

CAMBRIA 

STEEL. 

TABLES 

FOR  CONVERTING  UNITED  STATES 

WEIGHTS  AND 

MEASURES. 

CUSTOMARY  TO  METRIC. 

Capacity  Measures. 

Fluid  Drachms 

Fluid  Ounces 

Liquid  Quarts 

Gallons 

Gallons 

Bushels 

to  Millilitres 

to  Millilitres 

No. 

to 

to 

to 

to 

or  Cubic 

or  Cubic 

Litres. 

Litres. 

Cubic  Metres. 

Hectolitres. 

Centimetres. 

Centimetres. 

1 

.94636 

3.78543 

.00379 

.35239 

3.69671 

29.57370 

2 

1.89272 

7.57087 

.00757 

.70479 

7.39343 

59.14741 

3 

2.83908 

11.35630 

.01136 

1.05718 

11.09014 

88.72111 

4 

3.78543 

15.14174 

.01514 

1.40957 

14.78685 

118.29482 

5 

4.73179 

18.92717 

.01893 

1.76196 

18.48357 

147.86852 

6 

5.67815 

22.71260 

.02271 

2.11436 

22.18028 

177.44222 

7 

6.62451 

26.49804 

.02650 

2.46675 

25.87699 

207.01593 

8 

7.57087 

30.28347 

.03028 

2.81914 

29.57370 

236.58963 

9 

8.51723 

34.06891 

.03407 

3.17154 

33.27042 

266.16334 

Miscellaneous. 

Pounds  per 

Pounds  per 

Pounds  per 

Pounds  per 

Foot-Pounds 

United  States 

Lineal  Foot  to 

Square  Inch  to 

Square  Foot  to 

Cubic  Foot  to 

to 

Horsepower 

No. 

Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogramme- 

to  Metric 

per  Lineal 

per  Square 

per  Square 

per  Cubic 

Metres 

Horsepower. 

Metre. 

Centimetre. 

Metre. 

Metre. 

1 

1.48816 

.07031 

4.88241 

16.01837 

.13826 

1.01387 

2 

2.97632 

.14061 

9.76482 

32.03674 

.27651 

2.02775 

3 

4.46448 

.21092 

14.64723 

48.05510 

.41477 

3.04162 

4 

5.95264 

.28123 

19.52963 

64.07348 

.55302 

4.05549 

5 

7.44081 

.35153 

24.41204 

80.09185 

.69128 

5.06937 

6 

8.92897 

.42184 

29.29445 

96.11021 

.82953 

6.08324, 

7 

10.41713 

.49215 

34.17686 

112.12858 

.96779 

7.09711 

8 

11.90529 

.56245 

39.05927 

128.14695 

1.10604 

8.11098 

9 

13.39345 

.63276 

43.94168 

144.16532 

1.24430 

9.12486 

CAMBKIA 

STEEL. 

459 

TABLES 

FOR  CONVERTING  UNITED  STATES 

WEIGHTS  AND 

MEASURES. 

METRIC  TO  CUSTOMARY. 

Capacity  Measures. 

Millilitres  or 

Millilitres  or 

Litres 

Litres 

Cubic  Metres 

Hectolitres 

Cubic  Centi- 

Cubic Centi- 

No. 

to 

to 

to 

to 

metres  to 

metres  to 

Fluid  Quarts. 

Gallons. 

Gallons. 

Bushels. 

Fluid  Drachms. 

Fluid  Ounces. 

1 

1.05668 

.26417 

264.17047 

2.83774 

.27051 

.03381 

2 

2.11336 

.52834 

528.34093 

5.67548 

.54102 

.06763 

3 

3.17005 

.79251 

792.51140 

8.51323 

.81153 

.10144 

4 

4.22673 

1.05668 

1056.68187 

11.35097 

1.08204 

.13526 

6 

5.28341 

1.32085 

1320.85234 

14.18871 

1.35255 

.16907 

6 

6.34009 

1.58502 

1585.02280 

17.02645 

1.62306 

.20288 

7 

7.39677 

1.84919 

1849.19327 

19.86420 

1.89357 

.23670 

8 

8.45345 

2.11336 

2113.36374 

22.70194 

2.16408 

.27051 

9 

9.51014 

2.37753 

2377.53420 

25.53968 

2.43460 

.30432 

Miscellaneous. 

Kilogrammes 

per  Lineal 

Kilogrammes 

per  Square 

Kilogrammes 

per  Square 

Kilogrammes 

per  Cubic 

Kilogramme- 

Metric 

Horsepower  to 

Metres 

No. 

Metre  to 

Pounds  per 

Centimetre  to 

Pounds  per 

Metre  to 

Pounds  per 

Metre  to 

Pounds  per 

to 

United  States 

Foot-Pounds. 

Horsepower. 

Lineal  Foot. 

Square  Inch. 

Square  Foot. 

Cubic  Foot. 

1 

.67197 

14.22340 

.20482 

.06243 

7.23300 

.98632 

2 

1.34393 

28.44680 

.40963 

.12486 

14.46600 

1.97264 

3 

2.01590 

42.67020 

.61445 

.18728 

21.69899 

2.95895 

4 

2.68787 

56.89359 

.81927 

.24971 

28.93199 

3.94527 

5 

3.35984 

71.11699 

1.02408 

.31214 

36.16499 

4.93159 

6 

4.03180 

85.34039 

1.22890 

.37457 

43.39799 

5.91791 

7 

4.70377 

99.56379 

1.43372 

.43700 

50.63098 

6.90423 

8 

5.37574 

113.78719 

1.63854 

.49943 

57.86398 

7.89054 

9 

6.04770 

128.01059 

1.84335 

.56185 

65.09698 

8.87686 

460  CAMBRIA  STEEL. 


INDEX. 


PAGE 

Angles,  connection,  for  I-beams  and  channels,  cuts  of 39 

“ “ " notes  on 38,42 

“ “ , “ tables  of 40-45 

“ " location  of 40,41 

cuts  of  sections  of  special,  equal  and  unequal  legs 16 

“ “ standard,  equal  legs 14 

**  “ " unequal  legs 15 

“ “ bulb  and  top  guard  angles 17 

explanation  of  tables  of  properties  of 154 

maximum  sizes  of  rivets,  and  spacing  of  rivet  and  bolt  holes  in  46,  296 

properties  of  special,  equal  legs 170, 171 

“ “ unequal  legs 176,177 

**  standard,  equal  legs 166-169 

“ “ unequal  legs 172-175 

radii  of  gyration  for  two,  back  to  back 181-183 

tables  of  safe  loads  for,  used  as  beams 114-135 

“ “ “ notes  on 73-81 

weights  and  dimensions  of  special,  equal  legs 36 

" “ “ unequal  legs 37 

“ “ standard,  equal  legs 34 

“ “ “ unequal  legs 35,36 

Apothecaries'  weight 450 

Arches,  notes  and  tables  for  spacing  tie  rods  for  tile 60,  61 

“ “ of  floor,  end  construction 53 

“ “ of  material  for  fireproof  floor 52,53 

“ on  thrust  of 59,  62-65 

“ “tie  rods  to  withstand  thrust  of 59 

terra-cotta  floor,  explanation  of  tables  of 54 

“ “ flat  and  segmental,  tables  of 55-57 

tests  and  breaking  loads  for  hollow  tile  floor 58 

weights  of  hollow  brick  and  tile  floor 53 

“ segmental  floor 53 

Areas,  method  of  increasing  sectional 17 

of  circles 399-421 

“ “ for  diameters  greater  than  one  hundred 411 

“ flat  rolled  steel  bars 382-387 

“ hollow  cast  iron  columns 266,  267 

“ rivet  holes,  to  be  deducted  to  obtain  net  areas  of  plates 296,  297 

“ square  and  round  bars 369-375 

“ various  sections,  formulae  for 144-151 

for  standard  sections 142, 143 

Avoirdupois  weight 450 

Band  or  hoop  steel,  table  of  weights  of 388 

Bands,  light,  dimensions  of 23 

Bars,  eye 317 

flat;  dimensions  of  upset  screw  ends  for 316 

“ rolled  steel,  areas  of 382-387 

“ “ notes  on  areas  of 387 

“ “ “ weights  of 398 

“ “ weights  of 389-398 

lattice,  sizes  of  and  rivet  spacing  in,  for  latticed  channel  columns.  236 

round  and  square,  dimensions  ot  upset  screw  ends  for 312-315 

“ “ weights,  areas  and  circumferences  of 369-375 

sheet  and  tin 26 

Bases,  typical  details  of  column 209 

Beam  box  girders,  explanations  of  tables  of  safe  loads  for 269 

“ “ tables  of  safe  loads  for 270-279 

Beams,  notes  on  bearing  plates  for  shapes  used  as 47 

bulb,  cuts  of  sections  of 17 

“ properties  of 164, 165 

“ weights  and  dimensions  of 37 


CAMBRIA  STEEL.  461 


PAGE 

Beams  coefficients  for  deflection  of 76,  77 

general  formulae  for  flexure  of 136, 137 

girders,  notes  on 38 

grillage,  notes  on,  for  foundations 285 

I section,  cast  iron  separators  for 50,  51 

“ cuts  of  sections  of  special 4,  5,  7 

“ “ “ standard 2-4, 6-8 

“ “ standard  connection  angles  for 39 

“ explanation  of  tables  of  properties  of 152,153 

“ diagram  of  sections  of  minimum  standard 18 

“ location  of  connection  angles  for 40,  41 

“ maximum  bending  moments  in  foot  pounds  for 112 

“ “ size  of  rivets  in 40,296 

“ minimum  spans  for,  with  standard  connection  angles  43 

“ notes  on  lateral  strength  of 62-67 

**  “ without  lateral  support 66 

“ “ safe  loads  for 78-83 

“ “ spacing  for 80-83 

**  proportions  of  sections  of  standard 20 

“ spacing  of  rivet  and  bolt  holes  in  flanges  and 

connection  angles  of 44 

**  spans  limiting  and  maximum  safe  loads  due  to  crip- 
pling of  web 74 

“ tables  of  bearing  plates  for 49 

“ “ properties  of  special 160,161 

•*  “ “ standard 158-161 

“ “ safe  loads  for 84-94 

“ “ “ used  as  columns 210-213 

**  “ spacing  for 101-111 

“ tangent  distances  between  fillets 44 

“ weights  and  dimensions  of  special 31 

**  “ “ standard 30,31 

reduction  in  safe  loads  and  fibre  stress,  due  to  lateral  flexure  of . 67 

of  uniform  section,  bending  moments  and  deflections  for 138-141 

“ “ safe  superimposed  loads  and  shears  for, . . . 138-141 

wooden,  notes  on  bearing  at  points  of  support 342 

“ notes  on  safe  loads  for 339-342 

**  tables  of  safe  loads  for 348-353 

Bearing  plates  for  I-beams  and  channels,  tables  of  sizes  of 48, 49 

“ for  shapes  used  as  beams,  notes  on 47 

values  of  pin  plates,  tables  of 299 

“ wall  plates,  safe  unit 48 

“ rivets  and  plates 292,  293 

of  wooden  beams  at  points  of  support,  notes  on 342 

Bearings  and  bearing  plates,  standard,  tables  of,  sizes  of 48 

Bending  moments  for  beams  of  uniform  section 138-141 

“ for  I-beams  and  channels,  tables  of  maximum 112-113 

“ for  pins,  tables  of  maximum 300-301 

Billets,  dimensions  of  square  and  round  cornered  steel 23-26 

Blooms,  “ steel 24,25 

Bolsters  for  column  bases,  typical  details  of 209 

Bolts  for  standard  and  special  cast  iron  beam  separators 50,  51 

weights  of  round  headed,  without  nuts 308 

“ with  square  heads  and  nuts.  Manufacturers’  standard  306,  307 
Bolt  heads,  weights  and  dimensions  of.  Manufacturers’  standard ....  309 

Bolts  and  nuts,  Franklin  Institute  standard 302-305 

Bolt  and  rivet  holes,  spacing  of,  through  connection  angles 44, 45 

Boston,  extracts  from  building  laws  of 286-289 

Box  girders,  beam,  tables  of  safe  loads  of 270-279 

“ “ “ “ explanation  of 269 

Brackets  for  riveted  columns,  typical  details  of 209 

Brass,  weights  of  sheets  and  plates  of 362, 363 

Breaking  unit  stresses,  tables  of,  for  timber 346, 347 

Brick,  hollow,  for  partitions  and  arches,  weights  of 53 

Bridge  pins  and  nuts,  dimensions  of 322 

Building  laws  of  various  cities,  extracts  from 286-289 


462  CAMBRIA  STEEL. 


PAGE 

Bulb  angle,  cut  of  section  of 17 

beams,  cuts  of  sections  of !' 17 

“ properties  of 104,165 

“ weights  and  dimensions  of 37 

Cable  and  rope  measure 451 

Car  forgings 21 

Cast  iron  columns,  tables  of  safe  loads  for  hollow,  round 206,  267 

“ “ “ strength  of  hollow,  round  and  rectangular  268 

“ bases  for  columns,  typical  details  of 209 

“ Manufacturers’ standard  specifications  for  structural 335 

“ separators,  standard  and  special,  for  I-beams 50,  51 

Ceilings,  weights  of  porous  terra-cotta  for 53 

Center  of  gravity,  formulae  for  location  of,  in  Cambria  sections 142, 143 

“ location  of,  in  various  sections 144-151 

Chains,  dimensions  and  weights  of,  safe  loads  for 321 

Channel  and  plate  columns,  tables  of  dimensions  of 198-201 

“ “ “ safe  loads  for,  series  A 238-251 

“ “ “ “ “ “ series  B 252-265 

columns,  latticed,  diameter  of  rivets  for 237 

“ “ spacing  of  rivets  for  lacing  bars 236 

“ “ tables  of  dimensions  of 196 

“ “ safe  loads  for 234-237 

Channels,  bearing  plates  for,  tables  of 49 

“ ” (standard)  for,  tables  of 48 

cuts  of  sections  of  special 11-13 

“ " standard 9-11 

“ standard  connection  angles  for 39 

diagram  of  sections  of  minimum  standard 19 

explanation  of  properties  of  standard  and  special 153 

limiting  spans  and  maximum  safe  loads  due  to  web  ciip- 

pling 75 

maximum  bending  moments  in  foot  pounds  for 113 

“ size  of  rivets  for. ! 46,296 

minimum  spans  for,  with  standard  connection  angles 42 

proportions  of  sections  of  standard 20 

safe  loads  for,  tables  of 95-100 

“ “ notes  on 78-83 

spacing  of  rivet  and  bolt  holes  in  flanges  and  connection 

angles  of 45 

tables  of  properties  of  special 164, 165 

“ “ standard 162,163 

tangent  distances  between  fillets 45 

weights  and  dimensions  of  special 33 

“ “ standard 32,33 

Chicago,  extracts  from  building  laws  of 286-289 

Circles,  areas  and  circumferences  of,  for  diameters  greater  than  100. . 411 

tables  of 399-421 

Circumferences  of  circles 399-421 

“ “ for  diameters  greater  than  100 411 

“ round  bars 369-375 

Clevises,  dimensions  of 320 

Coefficients  of  deflection  for  beams,  explanation  of,  tables  of 153 

“ “ shapes  used  as  beams 76 

“ strength,  explanation  of  tables  of,  for  I-beams 152 

Columns,  bases  for,  typical  details  of 209 

cast  iron,  hollow,  round  and  rectangular,  strength  of 268 

“ “ “ tables  of  safe  loads  for 266,267 

I-beams  used  as,  tables  of  safe  loads  for 210-213 

latticed  channel,  diameter  of  rivets  for 237 

“ “ lattice  bars  and  stay  plates  for 236,  237 

“ “ tables  of  dimensions  of 196 

“ “ “ safe  loads  for 234-237 

plate  and  channel,  tables  of  dimensions  of 198-201 

“ “ “ “ “ safe  loads  for,  series  A 238-251 

“ “ “ “ “ “ “ “ “ B 252-265 

steel,  examples  of  the  use  of  the  tables  of  strength  of 188 


CAMBRIA  STEEL.  463 


PAGE 

Columns,  steel,  explanation  of  tables  of  dimensions  and  safe  loads  for . 188, 189 

“ medium,  tables  of  strength  of 186,187 

“ soft  “ “ 184,185 

wooden,  notes  on 339 

“ tables  of  strength  of 354,355 

Compound  shapes,  properties  of,  notes  on 157 

Concrete,  reinforced,  for  floor  slabs,  notes  on 69 

“ “ “ “ formulae  for  and  tables  of 70,71 

Connection  angles  for  I-beams  and  channels,  cuts  of 39 

“ “ “ “ notes  on 38,42 

“ “ “ “ spacing  of  rivet  and 

bolt  holes  in 44,45 

“ “ beams,  location  of 40,41 

“ “ notes  on 38 

Conversion  tables,  U.  S.  weights  and  measures  to  metric  and  vice 

versa 454-459 

Copper,  weights  of  sheets  and  plates  of 362,  363 

Counter  rods,  loop-welded  eyes,  dimensions  of 324,  325 

“ with  solid  or  upset  eyes,  dimensions  of 323 

Crane  rail,  cut  of  section  of 17 

“ weight,  dimensions  and  properties  of 180 

Crippling  of  webs  of  I-beams  and  channels,  notes  and  tables  on 72-75 

Cubes  and  cube  roots,  tables  of 431-447 

Cubic  or  solid  measure 452 

Customary  weights  and  dimensions,  converted  to  metric 454-459 

Cuts  of  sections  of  angles,  special,  equal  and  unequal  legs 16 

“ “ “ standard,  equal  legs 14 

“ “ “ “ unequal  legs 15 

“ “ beams,  bulb 17 

“ “ “ special  I 4,5,7 

“ “ “ standard  1 2-4, 6-8 

“ “ channels,  special 11-13 

“ “ “ standard 9-11 

“ “ connection  angles,  standard 39 

“ “ crane  rail 17 

“ typical  details  for  steel  columns,  column  bases  and  plate 

girders 209 

Cut  nails,  tables  of 328 

Decimal  gauges,  standard,  tables  of 360 

parts  of  a foot  for  each  of  an  inch,  tables  of 364-367 

“ an  inch  “ “ “ “ 368 

Deflection,  coefficient  of,  for  beams,  explanation  of  tables  of 153 

“ “ shapes  used  as  beams,  tables  of 76,  77 

of  beams,  formulae  for 136-141 

Design  of  reinforced  concrete  floor  slabs 70,  71 

Details  of  plate  girders  and  column  bases,  steel  columns,  splices  and 

brackets 209 

Diagram  for  minimum  standard  beams 18 

“ “ channels 19 

Dimensions  and  safe  loads  of  steel  columns,  explanation  of  tables  of  . . 188, 189 

of  chains,  weights  of,  safe  loads  for 321 

“ angles,  special,  equal  legs 36 

“ “ “ unequal  legs 37 

“ “ standard,  equal  legs 34 

“ “ “ unequal  legs 35,36 

1 “ bolts  and  nuts,  Franklin  Institute  standard 302 

“ bolt  head  and  nuts,  Manufacturers’  standard 309-311 

“ bridge  pins,  nuts  and  pilot  nuts 322 

“ bulb  beams 37 

“ cast  iron  separators,  standard  and  special,  and  bolts 

for  beams 50,51 

“ channels,  special 33 

“ “ standard 32,33 

“ clevises 320 

columns,  explanation  of  tables  for 188,  189 

**  counter  and  lateral  rods  with  loop  welded  eyes 324, 325 


464  CAMBKIA  STEEL. 


PAGE 

Dimensions  of  edged  and  sheared  plates 27-29 

" eye  bars 317 

“ flats  and  thin  flats  or  light  bands 23 

“ I-beams,  special 31 

“ “ standard 30,31 

“ lateral  pins  and  rods 323 

“ lattice  bars  to  be  used  with  latticed  channel  columns. . 236 

“ latticed  channel  columns,  tables  of 196 

“ minimum  stay  plates  with  latticed  channel  columns . . . 237 

“ plate  and  angle  columns,  tables  of 190, 191 

“ plate  and  channel  columns,  tables  of,  series  A and  B . . . 198-201 

“ right  and  left  nuts 319 

“ rivet  heads  after  driving 320 

“ standard  T-rails  and  crane  rail 180 

“ steel  billets 23-26 

“ “ “ square  cornered V.  24,25 

“ “ blooms  and  slabs \ 24,  25 

“ “ guide  and  hand  rounds \ 22 

“ “ ingots \ 22 

“ “ squares \ 22 

“ turnbuckles 318 

“ upset  screw  ends  for  flat  bars 316 

“ *■  “ “ round  and  square  bars 312-^315 

Distance  from  neutral  axis  to  extreme  fibre  of  standard  sections 142, 143 

Dry  measure 452 

Edged  plates,  dimensions  of 27 

Explanations  of  tables  of  properties  ol  angles 354 

“ " “ channels 153 

“ “ “ I-beams 152, 153 

“ “ safe  loads  for  beam  box  girders  and  plate 

girders 269 

“ " “ “ terra-cotta  floor  arches 54 

Eye  bars,  dimensions  of 317 

Factors  of  safety  for  various  wooden  structures 344 

Fibre  stress,  allowable,  for  direct  flexure,  in  extreme  fibre 67 

Fireproof  floors  and  materials,  notes  and  taoles  for 52-71 

Flat  bars,  upset  screw  ends  for 316 

rolled  steel  bars,  areas  of 382-387 

“ “ tables  of  weights  of 389-398 

Flats,  regular  and  thin,  dimensions  of 23 

Flexure  of  beams,  formulae  for 136-141 

lateral,  reduction  of  allowable  stress  in  beams  due  to 67 

“ strength  of  beams  to  resist  thrust  of  arches 62-65 

Floor  arches,  tables  on  end  construction  of 53 

“ terra-cotta,  flat  and  segmental 54-57 

“ tests  and  breaking  loads  for  hollow  tile 58 

slabs,  reinforced  concrete,  notes  on,  design  of 69-71 

Floors,  notes  and  tables  for  fireproof,  and  material  for 52-71 

usual  live  loads  for 38,287 

Foot,  decimals  of,  for  fractions  of  an  inch,  tables  of 364-367 

Forgings,  car 21 

Formul.®  for  bending  moments,  shears,  safe  loads  and  deflections. . . . 138-141 

" moments  of  inertia  for  Cambria  sections 142,143 

“ the  properties  of  various  sections 144-151 

general,  tor  flexure  of  beams 136, 137 

Foundations,  notes  on  grillage  beams  for 285 

Franklin  Institute  Standard  for  bolts  and  nuts 302-305 

Functions,  natural  trigonometrical 424-430 

Furring,  weights  of  porous  terra-cotta  for 53 

Gas,  steam  and  water  pipe,  sizes  of  wrought  iron  welded 330 

Gauge,  table  of  American  or  Brown  & Sharpe  wire 361 

" “ Screw  Co.  screw  wire 361 

“ Birmingham  or  Stubs  iron  wire 361 

“ British  Imperial  standard  wire 361 

“ standard  decimal 360 

“ Trenton  Iron  Co.  wire 361 


CAMBRIA  STEEL. 


465 


PAGE 

Gauge,  table  of  U.  S.  standard  for  iron  and  steel  sheets  and  plates 361 

“ Washburn  & Moen  Co.  and  Roebling’s  Sons  Co.  wire. . 361 

Girders,  beam  box  and  plate,  explanations  of  tables  of  safe  loads  for. . 269 

“ tables  of  safe  loads  for 270-279 

notes  on  beams  used  as 38 

plate,  stiffener  angles  and  rivet  spacing  for,  notes  on 269 

“ tables  of  safe  loads  for 280-284 

Gravity,  specific,  for  various  kinds  of  timber 344 

“ of  various  substances,  tables  of 356-359 

Grillage  beams  for  foundations,  notes  on 285 

Grip  of  rivets  and  bolts  through  flanges  of  beams  and  channels 44, 45 

“ lengths  required  for 294 

Guide  rounds,  dimensions  of 22 

Gunter’s  chain  measure 451 

Gyration,  radii  of,  see  Radii  of  gyration 

Hand  rounds,  dimensions  of 22 

Heads,  bolt,  weights  and  dimensions  of.  Manufacturers’  standard 309 

rivet,  dimensions  of,  after  driving 320 

square  and  hexagon,  weights  of,  Franklin  Institute  standard . . . 304,  305 

Hollow  brick,  weights  of,  for  arches  and  partitions 53 

round  and  rectangular  cast  iron  columns,  strength  of 268 

Hoop  or  band  steel,  tables  of  weights  of 388 

Inch,  decimals  of,  for  each  tables  of 368 

“ a foot  for  fractions  of  an 364-367 

Inertia,  moments  of,  explanations  of  tables  of,  for  rectangles 154 

“ formulae  for  various  sections 145-151 

“ for  standard  sections 142,143 

“ tables  of,  for  rectangles 178, 179 

Ingots,  grades,  sizes  and  weights  of  steel 22 

Land  or  square  measure 451 

Lateral  flexure,  reduction  of  allowable  fibre  stress  due  to 67 

pins  and  rods,  dimensions  of 323 

rods,  loop  welded  eyes,  dimensions  of 324,  325 

strength  of  I-beams 62-67 

“ “ without  lateral  support,  notes  on 66 

Lattice  bars  to  be  used  with  latticed  channel  columns,  rivet  spacing  for  236 

“ “ “ “ “ “ weights  and  di- 
mensions of 236 

Latticed  channel  columns,  spacing  of  rivets  for  lacing  bars 236 

“ “ rivets  for,  diameter  of 237 

“ “ tables  of  dimensions  of 196 

“ “ “ moments  of  inertia  and  section 

moduli  of 197 

“ “ **  safe  loads  for 234-237 

Laws,  building,  of  various  cities,  extracts  from 286-289 

Linear  measure 451 

Liquid  “ 452 

Live  loads  for  floors 38,287 

Loads  and  unit  stresses,  allowable,  from  building  laws  of  various  cities . 286-289 

safe,  see  Safe  Loads 

Logarithms  of  numbers 422-423 

Loop  welded  eyes  for  counter  and  lateral  rods,  dimensions  of 324,  325 

Machine  bolts,  Franklin  Institute  standard 304,  305 

“ Manufacturers’ standard 306,307 

Manufacturers’  standard  chains 321 

“ machine  bolts  and  bolt  heads 306-309 

“ square  and  hexagon  nuts 310,311 

“ specifications 331-338 

“ structural  steel 331-334 

“ structural  cast  iron 335 

“ special  open  hearth  plate  and  rivet  steel. . 335-338 

Masonry,  allowable  pressure  on 49 

Maximum  loads  for  I-beams  and  channels  due  to  web  crippling 72-75 

shear  at  points  of  support,  for  beams  of  uniform  section ....  138-141 

Measures,  Metric  System,  length,  capacity  and  weight 453 

“ “ square  or  surface  and  cubic 453 


466  CAMBRIA  STEEL. 


PAGE 

Measures,  U.  S.  and  British,  linear,  rope,  chain,  nautical  and  land . . . 451 

“ “ cubic  or  solid,  dry  and  liquid 452 

Measures  and  weights 450-453 

U.  S.,  tables  for  converting 454-459 

Mensuration  tables 448,449 

Metric  System,  measures  of  length,  capacity,  weight,  area  and  volume  453 

weights  and  measures  converted  to  U.  S 454-459 

Minimum  spans  for  beams  and  channels  due  to  web  crippling 72-75. 

" “ with  standard  angle  connections 43 

“ channels  with  standard  angle  connections 42 

Moduli,  Section,  for  beams,  explanation  of 152 

" “ latticed  channel  columns 197 

“ “ plate  and  angle  columns 192-194 

" “ “ “ channel  columns 202-208 

“ “ various  sections,  formulae  for 145-151 

Moisture  classification  of  wooden  structures 343,  344 

Moments,  bending,  for  beams  of  uniform  section 138-141 

of  inertia,  formula  for  standard  sections 142, 143 

“ “ “ various  sections 145-151 

“ of  latticed  channel  columns,  tables  of 197 

“ “ plate  and  angle  columns,  tables  of 192-194 

“ “ plate  and  channel  columns,  tables  of 202-208 

“ “ rectangles,  explanation  of  tables  of 154 

“ “ “ tables  of 178,179 

Nails,  standard  cut  wire  and  miscellaneous,  tables  of 32G-329 

Natural  sines,  cosecants,  tangents,  etc 424-430 

Nautical  measure 451 

New  York,  extracts  from  building  laws  of 286-289 

Nuts,  dimensions  of  pin  and  pilot 322 

“ “ right  and  left 319 

square  and  hexagon,  Franklin  Institute  standard 304,  305 

“ “ Manufacturers’ standard 310,311 

Nuts  and  bolts 302-307 

Open  hearth,  special,  plate  and  rivet  steel,  Mfrs.’  standard  specifica- 
tions for 335-338 

Partitions,  weights  and  dimensions  of  porous  terra-cotta  and  hollow 

brick  for 53 

Philadelphia,  extracts  from  building  laws  of 286-289 

Pilot  nuts,  bridge  pins  and  pin  nuts,  dimensions  of 322 

Pins  and  rivets,  explanation  of  tables  of 290 

Pin  plates,  table  of  bearing  values  of 299 

Pins,  dimensions  of  bridge 322 

“ “ lateral 323 

table  of  maximum  bending  moments  on ' 300,  301 

Pipe,  wrought  iron  welded  steam,  gas  and  water,  sizes  of 330 

Plate  and  angle  columns,  safe  loads  for,  notes  on 188 

“ “ “ tables  of  dimensions  of 190,191 

“ “ “ “ “ moments  of  inertia  and  section 

moduli  of 192-194 

“ ‘safe  loads  for., 214-233 

“ channel  “ “ “ dimensions  of 198-201 

“ “ “ “ “ moments  of  inertia  and  section 

moduli  of 202-208 

“ “ “ “ “ safe  loads  for,  series  A 238-251 

“ B . 252-265 

“ rivet  steel,  special  open  hearth,  Mfrs.’  standard  specifi- 
cations   335-338 

girders,  explanations  of  tables  of  safe  loads  for 269 

“ safe  loads  for,  tables  of 280-284 

“ stiffener  angles  and  rivet  spacing  for,  notes  on 269 

Plates  and  sheets  of  steel,  iron,  copper  and  brass,  weights  of 362,  363 

bearing,  for  I-beams  and  channels,  table  of . • 49 

“ “ shapes  used  as  beams,  notes  on 47 

edged,  dimensions  of 27 

pin,  table  of  bearing  values  of 299 

riveted,  tables  of  areas  to  be  deducted  to  obtain  net  areas  of . . . 296, 297 


CAMBRIA  STEEL.  467 


PAGE 

Plates  riveted,  tables  of  bearing  values  of 292,  293 

sheared,  tables  of  dimensions  of 27-29 

standard  bearing,  for  I-beams  and  channels 48 

stay,  minimum  sizes  of,  used  with  latticed  channel  columns . . 237 

Properties,  exam.ples  of  use  of  tables  of,  for  standard  sections 155-166 

explanation  of  tables  of,  for  I-beams 152, 153 

“ “ “ channels 153 

“ “ “ angles.. 154 

of  compound  shapes,  notes  on 157 

“ various  sections,  formulae  for 144-151 

“ tables  for,  angles,  special,  equal  legs 170,171 

“ “ “ “ “ unequal  legs 176,177 

“ “ “ “ standard,  equal  legs 166-169 

“ “ “ “ “ unequal  legs 172-175 

“ “ “ “ channels,  special 164,165 

“ “ “ “ “ standard 162,163 

“ “ “ beams,  bulb 164,165 

“ “ “ I-beams,  special. ., 160,161 

“ “ “ “ standard 158-161 

“ “ “ T-rails,  standard,  and  crane  rail 180 

Proportions  of  sections  of  standard  I-beams  and  channels 20 

Radii  of  gyration  for  two  angles,  back  to  back,  equal  legs 181 

“ “ “ “ “ “ “ “ unequal  legs 182,183 

“ “ “ “ “ “ “ “ example  of  use  of 

tables  of 188 

“ “ of  various  sections,  formulas  for 145-151 

Rail  for  cranes,  cut  of  section  of 17 

“ “ properties,  weights  and  dimensions  of 180 

Rails,  T,  properties,  weights  and  dimensions  of 180 

Reciprocals,  tables  of 431-447 

Rectangular  hollow  cast  iron  columns,  strength  of 268 

Rectangles,  tables  of  moments  of  inertia  of 178, 179 

Right  and  left  nuts,  dimensions  of 319 

Rivet  and  bolt  grips  in  flanges  of  I-beams  and  channels 44,  45 

“ plate  steel,  special  O.  Hearth  Mfrs.’  standard  specifications.  335-338 

Riveted  plates,  area  to  be  deducted  to  obtain  net  area  of 296,  297 

Riveting,  conventional  signs  for 291 

Rivets,  areas  to  be  deducted  to  obtain  net  area  of  riveted  plates 296,  297 

dimensions  of  heads  after  driving 320 

for  latticed  channel  columns,  lattice  bars  and  stay  plates 237 

length  of,  required  for  different  grips 294 

spacing  of  general  rules  for 269-298 

“ “ in  latticed  channel  columns 236 

“ “ “ plate  girders,  notes  on 269 

tables  of  maximum  sizes  of,  in  angles 46,  296 

“ “ “ “ “ “ I-beams  and  channels 46,296 

“ “ shearing  and  bearing  values  of 292,293 

“ “ spacing  of 297 

weight  of  round  headed 308 

“ “ 100,  including  100  heads 295 

Rods,  counter  and  lateral,  with  loop  welded  eyes,  dimensions  of 324,  325 

“ “ “ “ solid  or  upset  eyes,  dimensions  of 323 

Roofing,  weights  of  porous  terra-cotta  for 53 

materials,  weights  of 68 

Rope  and  cable  measure 451 

Roots,  square  and  cube,  tables  of 431-447 

Round  bars,  circumferences,  weights  and  areas  of 369-375 

“ upset  screw  ends  for 312,  313 

hollow  cast  iron  columns,  strength  of 268 

Rounds,  dimensions  of  hand  and  guide 22 

Rules  for  proportions  of  bolts  and  nuts,  Franklin  Institute  standard . . 303 

‘ ‘ 1 ivet  spacing  for  bridge  and  structural  work 298 

Safe  Loads,  explanation  of  tables  of,  for  box  and  plate  girders 269 

“ “ “ “ flat  and  segmental  floor  arches . . 54 

“ “ “ “ for  steel  columns 188,189 

“ “ “ “ “ wooden  beams 339-342 


468  CAMBRIA  STEEL. 


PAGE 

Safe  Loads  for  angles  used  as  beams,  notes  on 78 

" I-beams  and  channels,  notes  on 78-83 

“ beams,  reduction  in,  due  to  lateral  flexure 67 

maximum,  for  I-beams  and  channels,  due  to  crippling  of 

web 72-75 

for  various  classes  of  wooden  structures 343 

superimposed  for  beams  of  uniform  section 138-141 

tables  of  for  angles  used  as  beams 114-135 

“ “ “ beam  box  girders 270-279 

“ “ “ chains 321 

“ “ “ channels 95-100 

“ “ “ channel  and  plate  columns.  Series  A 238-251 

“ “ “ “ “ “ “ “ B 252-265 

“ “ " hollow  round  cast  iron  columns 266,267 

“ “ “ I-beams 84-94 

“ “ “ " used  as  columns 210-213 

“ “ “ latticed  channel  columns 234-237 

“ “ “ plate  girders 280-284 

“ “ “ terra-cotta  floor  arches 55-57 

“ “ “ wooden  beams 348-353 

Safe  unit  stresses  for  timber 345-347 

Safety  factors  for  obtaining  safe  loads  for  wooden  structures 344 

“ used  in  the  safe  loads  for  steel  columns 189 

Screw  ends,  dimensions  of  upset,  for  flat  bars 316 

“ " round  and  square  bars 312-315 

threads,  Franklin  Institute  standard 302,  303 

Section  moduli  for  beams,  explanation  of 152 

“ “ latticed  channel  columns 197 

“ plate  and  angle  columns 192-194 

“ “ “ " channel  columns 202-208 

“ “ various  sections,  formulae  for 145-151 

Separators  for  I-beams,  cast  iron  standard  and  special 50, 51 

Shear,  maximum,  at  points  of  support  for  beams  of  uniform  section . . . 138-141 

Sheared  plates,  dimensions  of 27-29 

Shearing  values  of  rivets,  tables  of 292, 293 

Sheet  and  tin  bars 26 

metal  and  wire  gauges 860,  361 

Sheets  and  plates  of  steel,  wi ought  iron,  copper  and  brass,  weights  of. . 362, 363 

thin  sheared 27 

Signs,  conventional  for  riveting 291 

Slabs,  reinforced  concrete 69-71 

steel,  dimensions  of 24,  25 

Sleeve  nuts,  see  Right  and  left  nuts 

Solid  or  cubic  measure 452 

Spacing  for  I-beams  and  examples  of  the  use  of  tables  of 80, 83 

" “ tables  of 101-111 

of  channels,  for  equal  moments  of  inertia,  notes  on 188, 189 

“ “ “ “ “ “ “ tables  of 195 

rivet  and  bolt  holes  in  angles 46 

“ “ “ “ “ “ I-beams,  channels  and  connection 

angles 44,45 

“ rivets,  rules  for  bridge  and  structural  work 298 

“ “ tables  of 297 

“ tie  rods  for  tile  arches,  notes  on  and  tables  of 60,  61 

Spans,  limiting,  for  I-beams  and  channels,  notes  and  tables 72-75 

Specific  gravity,  tables  for  various  kinds  of  timber 344 

“ “ “ “ substances 356-359 

Specifications,  Mfrs.’  standard,  structural  steel 331-334 

“ “ “ cast  iron 335 

“ “ spec.  O.  H.  plate  and  rivet  steel 335-338 

Spikes,  cut  steel,  railroad,  square  boat  and  standard 326-329 

Splices  for  riveted  columns,  typical  details  of 209 

Square  bars,  dimensions  of 22 

“ tables  of  weights  and  areas  of 369-375 

“ upset  ends  for 314,  315 

or  land  measure 451 


CAMBRIA  STEEL.  469 


PAGE 

Square  roots,  tables  of 431-447 

Squares,  tables  of *. 431-447 

STANDA.RD  decimal  gauge,  table  of 360 

sections,  formulae  for  moments  of  inertia  of 142, 143 

separators 50 

Stay  plates  to  be  used  with  latticed  channel  columns 237 

Steam,  gas  and  water  pipe,  sizes  of  wrought  iron  welded 330 

Steel  bars,  tables  of  areas  of  flat  rolled 382-387 

“ “ “ weights  of  flat  rolled 389-398 

billets 23-26 

blooms 24-26 

hoop  or  band,  table  of  weights  of 388 

ingots 22 

rounds,  hand  and  guide 22 

slabs 24,25 

squares,  dimensions  of 22 

Manufacturers’  standard  specifications  of, 331-338 

weights  of  sheets  and  plates  of. ...  362,  363 

Stiffener  angles  for  plate  girders,  notes  on 269 

Strength,  coefficients  of,  for  beams,  explanation  of  tables  of 152 

of  solid  wooden  columns,  tables  of 354,  355 

“ steel  columns,  examples  of 188 

“ “ “ medium  steel 186,187 

“ “ “ soft  steel 184,185 

ultimate,  of  hollow  round  and  rectangular  cast  iron  columns  268 

Stress,  reduction  of,  for  beams  due  to  lateral  flexure 67 

safe  unit,  for  timber 345 

Strips,  flat  roiled,  tables  of  weights  of 388 

Structural  cast  iron.  Manufacturers’  standard  specifications 335 

steel.  Manufacturers’  standard  specifications 331-338 

Tangent  distances  between  fillets  of  I-beams  and  channels 44, 45 

Terra-cotta  floor  arches,  notes  on,  tables  for 54-57 

porous,  notes  and  tables  for 53 

Thrust  of  arches,  notes  on 59,  62-65 

Tie  rods  for  arches,  notes  on 59 

“ tile  arches,  notes  and  tables  for  spacing  of 60,  61 

Tile  arches,  breaking  loads  and  tests  for  hollow  floor 58 

notes  and  tables  for  spacing  of  tie  rods  for 60,  61 

hollow,  weights  of,  for  floor  arches 53 

Timber,  safe  unit  stresses  for 345 

table  of  breaking  and  working  unit  stresses  for 346,  347 

“ “ safe  loads  for  beams 348-353 

“ “ specific  gravities  and  weights  per  foot 344 

“ “ strength  or  solid  wooden  columns 354,  355 

Tin  bars 26 

Top-guard  angle,  cut  of  section  of 17 

T-Rails,  properties,  weights  and  dimensions  of  standard 130 

Trigonometrical  functions,  natural 424-430 

Troy  weight 450 

Turnbuckles,  dimensions  of 318 

Ultimate  breaking  unit  stresses,  in  lbs.  per  sq.  in.  for  wood 346,  347 

strength  of  hollow  round  and  rectangular  cast  iron  columns . 268 

“ “ steel  columns 184-187 

Unit  stresses  and  loads  from  the  building  laws  of  various  cities 286-289 

Upset  eyes  for  counter  and  lateral  rods 323 

screw  ends,  dimensions  of,  for  flat  bars 316 

“ “ “ “ round  and  square  bars 312-315 

Water  , steam  and  gas  pipe,  sizes  of  wrought  iron  welded 330 

Web  crippling  in  I-beams  and  channels 72-75 

Weights  and  measures 450-453 

“ “ tables  for  converting > 454-459 

avoirdupois,  troy  and  apothecaries’ 450 

of  angles,  special,  equal  legs 36 

“ “ unequal  legs 37 

“ “ standard,  equal  legs 34 

“ “ “ unequal  legs 35,36 


PAGE 

37 

Weights  of  bulb  beams ‘ ; V v)  fii 

“ cast  iron  separators  and  bolts  for  I-beams t 

“ “ “ “ standard  and  special 

chains 33 

“ channels,  special oo  qo 

“ “ standard 

“ flat  arches  of  hollow  brick. Qeq_‘iqa 

“ bars,  tables  

53 


rolled  steel  bars,  tables  of 

strips,  hoop  or  band  steel. 


53 

r 

\ 30, 31 
22 
236 


“ hollow  brick  and  porous  terra-cotta  partitions ocft  9n7 

“ “ round  cast  iron  columns.  

“ “ tile  floor  arches  and  fireproof  materials 

“ I-beams,  special 

“ “ .standard 

“ latuS’  bars  to  be  used  with  latticed  channel  columns 
“ machine  bolts,  bolt  heads  and  nuts,  Mfrs.  standard. . . . 

“ “ “ with  square  heads  and  hex.  nuts,  Franklin 

Institute  standard  . 

“ minimum  stay  plates  to  be  used  with  latticed  channel 

columns j ‘ m- 

“ porous  terra-cotta,  furring,  roofing  and  ceiling 

“ roofing  materials 1 '^08 

“ round  headed  rivets  and  bolts  without  nuts 

“ rivets  and  rivet  heads i L'  ' qaq 

sheets  and  plates  of  iron,  steel,  copper  and  brass 

“ square  and  round  bars 

“ standard  T-rails  and  crane  rail.  •••••,•> 

“ various  substances  per  cubic  foot,  tables  of ..... . . • ; ...  ■■  Joy 

per  foot  board  measure  and  cubic  foot  for  various  kinds  of 

timber... 

Wire  and  sheet  metal  gauges.  .•••••••;••• 'I9fi-.32Q 

nails  and  spikes,  standard  and  miscellaneous  si^zes 1^9-342 

Wooden  beams,  explanation  of  tables  of  safe  loads  for 

“ bearing  at  points  of  support,  notes  on 

“ tables  of  safe  loads  for 

columns,  notes  on 3^4  355 

“ tables  of  strength  of  solid 

structures,  moisture  classification  

“ propoitions  of  safe  loads  for 

“ safety  factors  for ; ooq 

Wrought  iron  welded  steam,  gas  and  water  pipe ^ 

“ weights  of  sheets  and  plates  of dOd 


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